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1721 Atlantic Beach Dr RES19-0244 New Single Family Home 1 -7 Z \ l '‘-k'( &ad(\ r1I..VJr INVOICE # s ' "* City of Atlantic Beach INV-5174 ' 800 Seminole Road Date Due: 10/5/2019 �v_ Atlantic Beach, FL, 32233 GREGORY A NELSON 523 SELVA LAKES CIRCLE Invoice Date:9/5/2019 Record# Record Type Fee Group Fee Description Quantity Amount RES19-0244 RESIDENTIAL BUILDING BUILDING PERMIT 0 $1,748.00 BUILDING PLAN REV BUILDING PLAN REVIEW 0 $50.00 RESUBMITTALS RESUBMITTAL SECOND BUILDING PLAN REVIEW BUILDING PLAN CHECK 0 $874.00 PUBLIC UTILITIES CROSS CONNECTION 0.75 $50.00 SEWER SYSTEM 0.75 $4,050.00 DEVELOPMENT CHARGE WATER METER ONLY 0 $185.00 DOMESTIC WATER METER ONLY 0 $185.00 RECLAIM WATER SYSTEM 0.75 $1,140.00 DEVELOPMENT IMPACT CHARGE PUBLIC UTILITIES PLAN REVIEW PU REVIEW RESIDENTIAL 0 $50.00 BLDG PUBLIC WORKS PLAN REVIEW PW REVIEW BUILDING MOD 0 $25.00 OR ROW PW REVIEW RESIDENTIAL 0 $100.00 BLDG STATE SURCHARGES STATE DBPR SURCHARGE 0 $40.08 STATE DCA SURCHARGE 0 $26.72 ZONING PLAN REVIEW ZONING REVIEW SINGLE 0 $100.00 AND TWO FAMILY USES $8,623.80 Invoice Total:$8,623.80 Please send your payment to this address: 101 Printed:Thursday,September 05,2019 11:54 AM 1 of 1 rS'y'''''�v;\ RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RES19-0244 Ti i ISSUED: 11/1/2019 ,j; , 800 SEMINOLE ROAD EXPIRES: 4/29/2020 ATLANTIC BEACH. FL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 1721 ATLANTIC BEACH DR RESIDENTIAL NEW SINGLE NEW SINGLE FAMILY $533566.90 FAMILY RESIDENCE RESIDENCE TYPE OF REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 169505 1435 ATLANTIC BEACH COUNTRY CLUB UNIT 02 COMPANY: ADDRESS: CITY: STATE: ZIP: TIMBERLINE 523 SELVA LAKES CIRCLE ATLANTIC BEACH FL 32233 CONSTRUCTION LLC OWNER: ADDRESS: CITY: STATE: ZIP: GREGORY A NELSON 523 SELVA LAKES CIRCLE ATLANTIC BEACH FL 32233 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN 'ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. Issued Date: 11/1/2019 1 of 3 0' . r RESIDENTIAL PERMIT PERMIT NUMBER / `` ^A RES19-0244 l►" i; CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 11/1/2019 I V. ATLANTIC BEACH. FL 32233 EXPIRES: 4/29/2020 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 SEWER SYSTEM DEVELOPMENT CHARGE 415-0000-324-0301 0.75 $4050.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $40.08 STATE DCA SURCHARGE 455-0000-208-0600 0 $26.72 WATER METER ONLY DOMESTIC 400-0000-343-3301 0 $185.00 WATER METER ONLY RECLAIM 400-0000-343-3301 0 $185.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL:$8,623.80 Issued Date: 11/1/2019 3 of 3 City of Atlantic Beach APPLICATION NUMBER , Building Department (To be assigned by the Building Department.) ;-‘7.; 800 Seminole Road r s i -o z4 G 73 �r Atlantic Beach, Florida 32233-5445 l_ Phone(904)247-5826 • Fax(904)247-5845 it )i E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 17 2 I A-ELAkDT,C g,(401_, Department review required Y7--No Applicant: \. e ecIDN.D.sT JaTanning &Zoning Tree Administrator Project: �.J €C&) t kp G LE /fl\ Lk" ublic Works) Utilities, Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. ❑Not applicable (Circle one.) Comments: BUILDIN PLANNING &ZONING Reviewed by: Date: 2:1? TREE ADMIN. Second Review: IApproved as revised. ❑Denie . Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: /� Date: O I'd 7/F FIRE SERVICES Third Review: ❑Approved as revised. (Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Building Permit Application OFFICE COPY Updated 10/9/18 fria., City of Atlantic Beach Building Department **ALL INFORMATION (, 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY --`v IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us //�� Job Address: 1721 Atlantic Beach Dr,Atlantic Beach, FL 32233 Permit Number: 1\t ICA V Z1 4 Legal Description 67-132 08-2S-29E.203,Atlantic Beach Country Club Unit 2,Lot 28 RE# 169505-1435 Valuation of Work(Replacement Cost)$460,000 Heated/Cooled SF 3946 Non-Heated/Cooled 1781 • Class of Work: VINew ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial (Residential • If an existing structure, is a fire sprinkler system installed?: ❑Yes iZINo • Will tree(s) be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit) IZ1No Describe in detail the type of work to be performed: Construct new single family residence Florida Product Approval# _ for multiple products use product approval form Property Owner Information Name Gregory A Nelson Address 523 Selva Lakes Circle City Atlantic Beach State FL Zip 32233 Phone E-Mail 9n5757@yahoo.com Owner or Agent (If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Company Timberline Construction LLC Gregory A Nelson p y Qualifying Agent Address 7660 Phillips Hwy City Jacksonville State FL Zip 32256 Office Phone 904-238-6775 Job Site Contact Number 904-238-6775 State Certification/Registration# CBC1251716 E-mail BuildTimberline@gmail.com Architect Name&Phone# Roy Williams Architect, 904-422-8986 Engineer's Name&Phone# Sabo Structural Engineering ,904-712-5750 Workers Compensation Insurer OR Exempt wl Expiration Date 6/30/2021 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECO' NG YOUR TICE OF COMMENCEMENT. A , (Signature of Owner or Agent) 7�y (Signature of Contractor) Si nd swor,5t(or affirmed before me his 0�/1E?ay of Sig ed and swornio(or affirmed) .efore me th�day of t, , by . / Y• = Skg�pature of ,,_;;P , •tore o NR�Wt��,�yy __z���. ` <.. �R LTEH .�_ R 1WALTER _;•n:,, \ Notary Public-State of Florida ..16,1 . Notary Public-State of Florida Commission#GG 14059/ y Inc ,, Commission a GG 14059! [ )Personally Known OR .*!`.` '' My Comm.Expires Sep 4,2021 [ I Personally Known OR • My Comm.Expires Sep 4,2021 [ roduced Identification [ roduced Identification ����_ Type of Identification: v �� Type of Identification: v f�'� NOTICE OF COMMENCEMENT State of Florida Tax Folio No. 169505-1435 County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: 67-132 08-2S-29E .203, Atlantic Beach Country Club Unit 2, Lot 28 Address of property being improved: 1721 Atlantic Beach Dr,Atlantic Beach,FL 32233 General description of improvements: Construct new single family home Owner: Gregory A Nelson Address: 523 Selva Lakes Circle,Atlantic Beach,FL 32233 Owner's interest in site of the improvement: Fee Simple Fee Simple Titleholder(if other than owner): Name: Contractor: Timberline Construction LLC Address: 7660 Phillips Hwy,Jacksonville, FL 32256 Telephone No.: Fax No: Surety(if any) Address: Amount of Bond$ _ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER / / /�J Doc#2019175810,OR BK 18879 Page 2369, Signed: �� Date: 7 •21 /z4,45 Number Pages:1 Befo .' h day of /� 'n .4 County of Duval,State Recorded 07/29/2019 10:58 AM, Of Florida,has personallyappeared L :: RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL pp • COUNTY Notary Public at Large,Stat of Flori..,Co ty of ri:` t4, LARRYWALTER NotaryPublic-$tate of Florida RECORDING $10.00 My commission expires: - , i Personally Known: °•'.� a. r Produced Identification: Ar� 1r)% :., __- . _ 1 OFFICE COPY Revision Request/Correction to Comments **HIGHLIALL HIED I ON ��`�i HIGHLIGHTED IN r,) City of Atlantic Beach Building Department GRAY IS REQUIRED. OW 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT is: RES19-0244 ❑Revision to Issued Permit OR [1 Corrections to Comments Date:08/19/2019 Project Address: 1721 Atlantic Beach Dr.Atlantic Beach,FL 32233 Contractor/Contact Name: Timberline Construction LLC,Greg Nelson Contact Phone: (904)238-6775 Email: BuildTimberline@gmail.com AUG 192019 Description of Proposed Revision/Corrections: : Resubimit HVAC Energy Calcs to include: signed Signed Energy Performance Display Cards, ductwork plan per flo , _HVACSupply Branch Detail Table. Submit Metal roof Evaluation/Certification Reports. Submit Evaluation Reports for Nichiha products. Correct door opening on Guest bathroom on 1st floor to comply with Section R320. Add countertop outlets to summer kitchen. I Timberline Construction LLC,Greg Nelson affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ENo 0 Yes (additional s.f.to be added: ) •1ill proposed revision/corrections add additional increase in building value to original submittal? No ❑*Yes (additional increase in building v.lue:$ ) (Contractor must sign if increase in valuation) .4/ ,'�L� *Signature of Contractor/Agent:� � (Office Use Only) LJ✓Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Du $ ..5-0,_6.)._.... Revision/Plan Review Comments D • - •• t Review Required: „n • .nnin: &Zonin: Reviewed By Tree Administrator Public Works Public Utilities ?.a .717 Public Safety Date Fire Services Updated 10/17/18 I— ‘ 1-r 11, CITY OF ATLANTIC BEACH \S�- 800 SEMINOLE ROAD �r ATLANTIC BEACH, FL 32233 (904) 247-5800 -, r1;31 ,f. BUILDING REVIEW COMMENTS Date: 8/12/2019 Permit#: RES19-0244 Site Address: 1721 ATLANTIC BEACH DR Review Status: Denied RE#: 169505 1435 Applicant:TIMBERLINE CONSTRUCTION LLC Property Owner: GREGORY A NELSON Email: GN5757@YAHOO.COM Email: GN5757@YAHOO.COM Phone: 9042386775 Phone: THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: J 1. Builder needs to sign both copies of the Energy Performance Display Card in the Energy Calculations documents. Available to be signed when all resubmittals are brought in. J 2. Submit 2 copies of the hvac ductwork per each floor. 13. 2 copies of the HVAC Supply Branch Detail Table and Supply Trunk Detail Table for the duck work are / needed. Table should supply Room Name, Cooling CFM, Branch Size, Linear Ft., ductwork material. V 4. Metal roofs installed in Atlantic Beach go through plan review. Submit 2 copies of the Evaluation Report for the metal roof product approval number that was submitted on product approval information sheets. ✓5. Submit 2 copies of the Evaluation Reports for the Nichiha siding and soffit material to be used on this home. j6. One of the 2 bathrooms on the first floor shall comply with Section R320 Accessibility by providing a door that has a 29 inch clear opening. This cannot be achieved by either door assigned to the bathrooms / on the Architectural drawing. Please revise accordingly and resubmit the pages involved. 2 copies each. 7. The exterior porch patio will be treated as a summer Kitchen. Since a sink and cooking device are drawn on the design pages. This is mentioned to you now to let you know we will be expecting the countertop receptacles to be spaced accordingly as well as GFCI protected and weather proof. 8. There may be more review comments after resubmittals are complete. '-9. All information and requested revisions shall all be resubmit at the same time. Building ./Y1490-00/ IQfvie4/ &rYNv+‘ e cg- 12- 0 PAK Resubmittal Notes: s pit,.. ,„ City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) " 800 Seminole Road R E.s l _/�� 7/I G AtlanticPhone(904)Beach,7F -5826 32233-5445Fax l Z4(904)247-5845 ""*"...rr g sr v E-mail: building-dept@coab.us Date routed: t i "f(� City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 -721 / [ k7- ee Department review required Yes No CTApplicant: \ I M CQ�L_i E _Pranning &Zonin— •,� Tree Administrator Project: �J A.) ( ,D C� — ,�ylt (_� ublic w P • Rules Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation C..,/ '`. St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. I (Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING ?:-. 12 Reviewed by:'oorDate: TREE ADMIN. Second Review: Approved as revised. ❑Denied. [Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date:el-ZZ— I e1 FIRE SERVICES Third Review: ❑Approved as revised. ['Denied. fNot applicable Comments: Reviewed by: Date: Revised 05/1912017 tLA4 ��. Revision Request/Correction to Comments **ALL INFORMATION �`%� HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. ' 800 Seminole Rd, Atlantic Beach, FL 32233 `„° y Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES19-0244 El Revision to Issued Permit OR IT Corrections to Comments Date:08/19/2019 Project Address: 1721 Atlantic Beach Dr,Atlantic Beach,FL 32233 Contractor/Contact Name: Timberline Construction LLC,Greg Nelson Contact Phone: ( > Email: @9 , 1 7' - 904 238-6775 BuildTimberline mail,coni AUG 19 2019 Description of Proposed Revision/Corrections: r Resubimit HVAC Energy Calcs to include: signed Signed Energy Performance Display Cards, ductwork plan per floc r, i HVACSupply Branch Detail Table. Submit Metal roof Evaluation/Certification Reports. Submit Evaluation Reports for Nichiha products. Correct door opening on Guest bathroom on 1st floor to comply with Section R320. Add countertop outlets to summer kitchen. !Timberline Construction LLC,Greg Nelson affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ENO ®Yes (additional s.f.to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? No 1]*Yes (additional increase in building v lue: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: ,..7 "e (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments De arts t Review Required: Bui in Reviewed By Tree Administrator Public Works _ Public Utilitiesf:— 1— ( 1 Public Safety Date Fire Services Updated 10/17/18 es 41 a ds CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD 1\--?%1 `— ATLANTIC BEACH, FL 32233 (904) 247-5800 At BUILDING REVIEW COMMENTS Date: 8/12/2019 Permit#: RES19-0244 Site Address: 1721 ATLANTIC BEACH DR Review Status: Denied RE#: 169505 1435 Applicant: TIMBERLINE CONSTRUCTION LLC Property Owner: GREGORY A NELSON Email: GN5757@YAHOO.COM Email: GN5757@YAHOO.COM Phone: 9042386775 Phone: THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: 1. Builder needs to sign both copies of the Energy Performance Display Card in the Energy Calculations documents. Available to be signed when all resubmittals are brought in. 2. Submit 2 copies of the hvac ductwork per each floor. 3. 2 copies of the HVAC Supply Branch Detail Table and Supply Trunk Detail Table for the duck work are needed. Table should supply Room Name, Cooling CFM, Branch Size, Linear Ft., ductwork material. 4. Metal roofs installed in Atlantic Beach go through plan review. Submit 2 copies of the Evaluation Report for the metal roof product approval number that was submitted on product approval information sheets. 5. Submit 2 copies of the Evaluation Reports for the Nichiha siding and soffit material to be used on this home. 6. One of the 2 bathrooms on the first floor shall comply with Section R320 Accessibility by providing a door that has a 29 inch clear opening. This cannot be achieved by either door assigned to the bathrooms on the Architectural drawing. Please revise accordingly and resubmit the pages involved. 2 copies each. 7. The exterior porch patio will be treated as a summer Kitchen. Since a sink and cooking device are drawn on the design pages. This is mentioned to you now to let you know we will be expecting the countertop receptacles to be spaced accordingly as well as GFCI protected and weather proof. 8. There may be more review comments after resubmittals are complete. 9. All information and requested revisions shall all be resubmit at the same time. Building Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud. The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. ri��Ly J City of Atlantic Beach APPLICATION NUMBER �s' ) Building Department (To be assigned by the Building Department.) ,T 800 Seminole Road [7 �C f _�� 7/I �7 �,. Atlantic Beach, Florida 32233-5445 �\ J l C�`-t Phone(904)247-5826 • Fax(904)247-5845 • ^!J;;19� E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM ED..2_Property Address: 1 -7 Z ( I YLA�`v7`(cEac0 Department review required Yes No t uil� din• Applicant: \. i Ty\RC-47,1_1.�e ecm.a.s arming &Zoning (� Tree Administrator Project: ( v C---(AC---(A..)(, i ND CLE- t-cni (-Ly ublic Wo ks.) P i i ies) • Public Safety Fire Services Review fee $ (C.CJ Dept Signature 6.--j Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection (1 Florida Dept. of Transportation -.// St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLI ION STATUS Reviewing Department First Review: Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: A ate: /8'40--1? TREE ADMIN. Second Review: Approved as revis . ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ENot applicable Comments: Reviewed by: Date: Revised 05/19/2017 PUBLIC UTILITIES PLAN REVIEW COMMENTS t� Date: ,1 i Application#: l� 3 t I- o Z y Project Address: 11 Z i fT e) 'Dr Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Commept Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed, call 247-5878. 177 12( Meter Boxes Ensure all meter boxes,sewer cleanouts and valve covers are set to grade Sewer Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be RT1 Sewer covered with an Rn concrete box with metal lid. Cleanout to be set to grade Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or if there is a private well on the property. Backflow preventer ❑ ❑ Backflow must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change,any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler if fire sprinkler system is provided,call 247-5878 for backflow requirements. Backflow At a minimum,will require a double check backflow preventer. 0 0 Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2"must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect &Cap Disconnect and cap water and sewer lines. 0 0 Inspection Must call the Inspection Line at 247-5814 to request an inspection of the Prior disconnected and capped water and sewer lines prior to demolition. ❑ ❑ O 0 ❑ 0 ❑ 0 O 0 City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT 902 Assisi Lane Jacksonville, FL 32233 • (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date e-6 `/9' Service Address /72/ /-g77,1ffic (LY-- Number !)Number of Units I Commercial Residential >" Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) 4`f New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size 3/1 New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application# 1°1 — Q Water System Development Charge $ (/) 1 U D, OC) Sewer System Development Charge $ `f�, O SO Water Meter Only $ I QjSr CC3 Reclaim Meter Only $ ( c CO Water Meter Tap $ Sewer Tap $ Cross Connection Other $ TOTAL $ , eta / O CZ) (Notes) APPROVED Date _6 Pub/ Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED r1 Revision Request/Correction to Comments **ALL INFORMATION ,'sjrHIGHLIGHTED IN City of Atlantic Beach Building DepartmentGRAY IS REQUIRED.'`� 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Buildin -Det coab.us • : S -02yy � p @ PERMIT#. � � �� ❑ Revision to Issued Permit OR . Corrections to Comments Date: 9/-.5A Project Address: PZ( /41/Cl-^-4( F)2C-ct 6r / #4(c . c. l3ecc1 , yL -?-1-2-3.3 Contractor/Contact Name: ))AA LQ l-0evS r1L.c- (k•k LLC (7r¢ . Aie ko,4 Contact Phone: 9U44"-Z3S--672.5 Email: /&, I d //A'1/4- 1''la G,/11t ,4 c-0,^^—• Description of Proposed Revision/Corrections: n JJ / S(A. rv.i4 E€ GC-A.10 It- &n c roa �rLA, ,en,� �/¢e.Me,"T -��c f 4,4,S o1n;Peal .F to N• 1 E1-e-5 / -SU^ affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • l oposed revision/corrections add additional square footage to original submittal? No II (additional s.f.to be added: ) • V4-proposed revision/corrections add additional increase in building value to original submittal? No ❑*Yes (additional increase in building v,i)ue: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: Ap41...___ / illilt (Office Use Only) /Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Building rGEWE i diti,,,,,, Planning&Zoning +e •eviewed By Tree strator AUG 06 2019 ublic Work Public Utilities �� ''I Public Safety BY:-------- -Date Fire Services Updated 10/17/18 OL:. S''�'1re;, REVOCABLE ENCROACHMENT AGREEMENT ,� ��` City of Atlantic Beach **ALL INFORMATION ) � 800 Seminole Road,Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY lIS REQUIRED. REVOCABLE ENCROACHMENT AGREEMENT by the City of Atlantic Beach, Florida, a municipal corporation organized and existing under the laws of the State of Florida, hereinafter referred to as "CITY" and Gregory A Nelson of Atlantic Beach, Florida, hereinafter referred to as "USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach. This work is generally described as Construct new single family home Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days'notice by CITY to USER,said notice to USER shall be given by certified mail, return receipt requested, to the following address 1721 Atlantic Beach Dr,Atlantic Beach,FL 32233 • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described easement or property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code and all other land use and code requirements of the CITY, including City Code Section 19-7(h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach Public Works Department, for said change within 30 days after the day of completion. • This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of easements, public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said Iia i ilities are hereby assumed by the USER. Al '� Date g/c7/ Pro. J ner/Agent (signed in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL The foregoing instrument was acknowledged this c�( day of , 20 /9 , byC`7 ar /1:_ Al lab , who personallyappeared before me and � / � pP (prl ted name of Signer) acknowle.:-. • e/she signed the instrumvt_vcilLzurily for_the tluroa e_e ressed in it. // , o��Y....... LARRY WALTER 0111 ( -'r ,a, °' Notary Public-State of Florida '/ ''' '�oii , MyoomissionnieG1p405277z1 Department Approval: .ture of Notary Public, State of Florida i Personally Known j`` 612-4,72 itedi [toduced Identification(Type) Scott Williams, Public Works Director H:\Applications&Forms\Word Documents\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 i—r C91-2.'e 01.Ay,. 1 City of Atlantic Beach APPLICATION NUMBER �s Building Departmenrid ,w o be assigned by the Building Department.) ' 800 Seminole Road �f /� C �] / l �,� -e Atlantic Beach, Florida 32233-5445 CS l 1 -�J ��Phone(904)247-5826 • Fax(904)247-584AUG 01 2019 /1. A . ;'3) E-mail: building-dept@coab.us gate routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 '7 Z I /AYLAkin a g ei}Crr{ Department review required Yes No uil�ding Applicant: \. i /VM `LI Jo e ecDi.„,..s , tinning &Zon \ Tree Administrator Project: v (,v ( tv C�L t (� biic work P tilities� . Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation G St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. /Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING I. r Reviewed . : 40r.,./__ ___ , „ �,,, , Date: /4-1";# TREE ADMIN. Second Review: VApproved as revised. ['Denied. ['Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by. . ll / Date:,/-//f FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 JS ' \ CITY OF ATLANTIC BEACH 16 Department W s) 1200 SandpiperofPublic Lane J, ---!" Atlantic Beach, FL 32233 '4013 r-) ' (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 8/5/19 Applicant: Timberline Construction, LLC Permit#: RES19-0244 Email: buildtimberline@gmail.com Review Status: DENIED Property Owner: Gregory Nelson Site Address: 1721 Atlantic Beach Drive Email: gn5757@yahoo.com THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. PUBLIC WORKS CORRECTION ITEMS: <3 t • A Revocable Encroachment Agreement must be submitted. /__ PUBLIC WORKS CONDITIONS OF APPROVAL: �✓ ''-6 /y (The following comments will be printed on your permit as Conditions of Approval) • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (904) 247-5814 to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal, All American Roll Off, WCA Waste Corporation). Container cannot be placed on City right-of-way. • Full right-of-way restoration, including sod, is required. • All runoff must remain on-site. Cannot raise lot elevation. • Maximum driveway width within the City right-of-way is 20'. • Any plan change must be submitted as a Revision to the Building Department. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with"clouding". The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud. The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings. The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. Page 1 of 1 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0244(Timberline).docx 17-zI 11#4-e iff-a,f,4 Asst7 I — 0 af to izv kms" = �logo / 460 izo t?-z 440 -d Aive /3fx3 � �o 3.13,39 02 7 /16, fe. 2, '4"/ azo. ki. 17 e 3/z3 SIli kit, 4- ( (\95Q &e/ 7a.if\ LOT 27 S32'41'16"E 75.00' • _ • s CATV Nlli14; klN / LOT 28 SLOPE GRADE TO DRAIN TO S'IREET 1 VENT LESS.CAT• I PLACE 1I0 < . w oQ C.) � o I d - 0 � o Qo 01 0 ) (N FLOOR FI F\'ATION T ABOVE ADJACFNI CRAI)F W F- OR FINISH FLOOR ELEVATION AT IT CO I o LOT 29 ,,, ` C - Z i illaill J v °° 1111L Q LnZ SILT CLOTH FENCE I AROUND RTii PERIMETER �n CI IFMICAL TOILET .=- �.. 1 l- _ — kDIINIPSTER ' DRIVEWAY urNM it 7.5',LEA.-E (--------: 0 — w✓ ' S32'41'16" J wnmxoNCRETE Dig 50.00' m1111111111 SIDEWALK ATLANTIC BEACH DRIVE (50' RIGHT OF WAY) ARCHITECTURAL SITE PLAN LOT 27 S32'41'16"E 75.00' • •CATV 1 \1\N''. / A LOT 28 sI WE GRADE TO DRAIN TO STREET • VENT I.1:SS EIRE I PLACE • H \ Mf W o Q 0 jCo v (y ❑ FLOOR ELEVATION 2'ABOVE ADJACENT GRADE W I— '— OR FINISH FLOOR ELEVATION AT 12' r, m I LOT 29 W \ 0 z F III-Ir Qo Nk1 'CO 11116 a Z r SILT CLOTH FENCE1 P RJEITI SITEL PERIMETER r. c^^ CfIEMICN.TOILET.....................................0 .... — 1 Yl� mammon 1 _ _ DOMPSTER t Vil) DRI\FWV > 7.3'.IEA-E _ • � S32'41.16" 0 a WIDE CONCRETE 50.00' rM SIDEWALK 1 '_ ATLANTIC BEACH DRIVE (50' RIGHT OF WAY) ARCHITECTURAL SITE PLAN e, RIGHT-OF-WAY/ EASEMENT PERMIT APPLICATION **ALL INFORMATION City of Atlantic Beach HIGHLIGHTED IN GRAY IS 800 Seminole Road,Atlantic Beach, FL 32233 REQUIRED. PERMITTEE RESPONSIBLE FOR NOTIFYING 811 AND OBTAINING UTILITY LOCATES t Job Address 1721 Atlantic Beach Dr. Permit Number RE S Ict - 0 291 Contractor Information Company Timberline Construction LLC Qualifying Agent Gregory A Nelson Address 7660 Phillips Hwy City Jacksonville State FL Zip 32256 Phone(904)238-6775 Email BuildTimberline@gmail.com State Certification/Registration#CBC1251716 Architect Roy Williams Phone(904)422-8986 Email Engineer Sabo Structural Engineering, Chris Sabourin Phone(904)712-5750 Email Workers Compensation Insurer OR Exempt ✓®Expiration Date 06/30/2021 • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction, repair, improvement, maintenance,safe and efficient operation,alteration or relocation of all, or any portion of said street or easement as determined by the Public Works Director, any or all said poles, wires, pipes,cables or other facilities and appurtenances authorized hereunder,shall be immediately removed from said street or easement or reset or relocated hereon as required by the Public Works Director and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of Greg Nelson (Project Superintendent) with (Company Name) Timberline Construction LLC Phone(904)238-6775 • All materials and equipment shall be subject to inspection by the Public Works Director. • All city property shall be restored to its original condition as far as practical, in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation,as well as a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the City right-of-way are to be included with this application. • The permittee shall commence actual construction in good faith within 30 days. If the beginning date is more than 60 days from date of permit approval then permittee must review the permit with the Public Works Director to make sure no changes have occurred in the area that would affect the permitted construction. • It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder,and the holder will, at all times,assume all risk of and indemnify,defend and save harmless the City of Atlantic Beach from and against any and all loss,damage and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. • e Public Wq,[ks Dire or_ hall be notified 24 hours prior to starting work and again immediately upon completion. �- � Date 7/Z(//4 Permitte (signed in presence of Notary Public) STATE OF FLORIDA,COUNTY OF DUVAL __//�� The foregoing instrument was acknowledged this •ei•7 Z5 day of ` s ,20 id,' , by C`7rC: go r y A . /v c tw, ,who .. - . • . -• .- . •i- // (printed name of Permittee) ?�,^�"", ;.., LARRY WALTER acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. • ' �'•_ Notary Public-Stateot Florida ' �,`d , rI . + o�`.r�?,. My Comm.Expires Sep 4,2021 MOW i I ] Personally Known _ /-�� Siy.ture of Notary Public,State of Florida [4-Produced Identification(Type)/�" 1'�—�+/ H:\Applications&Forms\Word Documents\201801001 Right-of-Way Easement Permit Application.docx Revision Date:10/1/18 OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): 3 ' 3 3 Non-Habitable Space (ft2): /7 S/ LAND INFORMATION: Zoning District: f2U C / /1 (36 C__ Flood Zone: X Minimum FFE: /a. 0 BUILDING INFORMATION: Construction Type: U Occupancy Group: Sins/< 1a m >/f Res: Number of stories: Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: NOTICE OF COMMENCEMENT OFFICE COPY PP r rr7/ 72&Y/7— c3 g 4'' 169505-1435 State of Florida Tax Folio No. County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: 67-132 08-2S-29E .203, Atlantic Beach Country Club Unit 2, Lot 28 Address of property being improved: 1721 Atlantic Beach Dr,Atlantic Beach,FL 32233 _ General description of improvements: Construct new single family home Owner: Gregory A Nelson Address: 523 Selva Lakes Circle,Atlantic Beach,FL 32233 Owner's interest in site of the improvement: Fee Simple Fee Simple Titleholder(if other than owner): — Name: Contractor: Timberline Construction LLC Address: 7660 Phillips Hwy,Jacksonville, FL 32256 Telephone No.: Fax No: Surety(if any) Address: Amount of Bond$ _ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER -7/ Doc#2019175810,OR BK 18879 Page 2369, signed: � Date: / ` 21 i Number Pages:1 Befofe-rni�•1 7F' day of -.4041r4Z20.",. y County of Duval,State Recorded 07/29/2019 10:58 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL Of Florida,has personally appeared COUNTY Notary Public at Large,State of Flori..,Cou ty of ' LARRY WALTER •��+, Public- RECORDING $10.00 My commission expires: Notary State of Florida.` r Personally Known: '.� ��` for Produced Identification: ' � - _ _ . _ OFFICE COPY SiC 0 vi 51 , 1--e_ firl a hG S., p lin LOT 27 S32'41'16"E 75.00' ir eC TV LOT 28 SLOPE:GRAIHiTO (MAIN TO STREET 4 VENT LESS FIRE If..-1 ' • iPLACE Ce IVIf IL I11, 00 3 0 C3 _ (V FLOOR ELEVATION 2'ABOVE ADJACENT GRADE. W I- - OR FINISH FLOOR ELEVATION AT 12' Cl) I LOT 29 W ` z Fce = r_. zo Do HO Q in z r-- SILT CLOTH FENCE AROUND SITE PERIMETER C'flF7rfIC'AI.TOILET r • UUMI S11;R I 1 _ ' URI\FR.1Y f �R,R7r..r 7.3'.LE.A.—E on II IP S32'41'16" i'WIDE CONCRETE 1>ljg50.00' WV SIDEWALK �0 r-r ATLANTIC BEACH DRIVE (50' RIGHT OF WAY) ARCHITECTURAL SITE PLAN FORM R405-2017 37Iq/ e Q 1 rio ri(2/0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation- Residential Performance Method Project Name: Nelson Residence Builder Name: Timberline Construction Street: 1721 Atlantic Beach Drive Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL 32233 Permit Number. Owner Greg Nelson Jurisdiction: 261100 Design Location: FL,Jacksonville NAS County: (Florida Climate Zone 2) 1.New construction or existing New(From Plans) 9. Wall types(4653 ft2) Insulation(R) Area(ft2) 2.Single family or multiple family Single-Family a. Wood Wall 2x6 R19 19.0 3957.82 b. Wall 2x4 Adjacent To Garage R11 11.0 694.95 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 5 d. N/A 10. Ceiling types(3435 ft2) Insulation(R) Area(ft2) 5.Is this a worst case? No a. Shingle Unvented R20 Roof Deck 20.0 3434.50 6.Conditioned floor area above grade(ftp) 3946.25 b. N/A Conditioned floor area below grade(ftp) 0 c. N/A 7. Windows(661 ft2) Descri tion Area ft11.Duds R Area(87 p ( � a.Sup:System 1,Ret:System 1,AH:System 1 6.0 404.87 a.U-Factor. Dbl,0.290 564.75 b.Sup:System 2,Ret:System 2,AH:System 2 6.0 272.85 SHGC: 0.23 b.U-Factor Dbl,0.540 96.00 12.Cooling systems kBtu/hr Efficiency SHGC: 0.32 a.Split air source heat pump 26.9 SEER: 14.5 c.U-Factor b.Split air source heat pump 26.5 SEER: 14.5 SHGC: 13. Heating systems kBtu/hr Efficiency d.U-Factor a.Split air source heat pump 28.0 HSPF:8.3 SHGC: b.Split air source heat pump 28.0 HSPF:8.3 Area Weighted Average Overhang Depth: 5.494 ft 14.Hot water systems Area Weighted Average SHGC: 0.243 a.Gas instantaneous(0 gal) Cap:0 gal EF:0.82 8. Floor types(2936.00 ft2) Insulation(R) Area(ft2) b.Conservation features a. Slab On Grade 0.0 2103.25 (None) b. Floor Over Exterior R20 19.0 832.75 c. N/A 15.Credits None Glass/Floor area: 0.109 Total Proposed Modified Loads: 118.12 PASS Total Baseline Loads: 147.75 I hereby certify that the plans and specifications covered by this Review of the plans and specifications r•' E S calculation are in compliance with the Florida Energy Code. covered by this calculation indicates ,••' 0, -4,? t'-;ti compliance with the Florida Energy __j ' A 1. Code. Before construction is completed,` '- , • i PREPARED BY: this building will be inspected for ti� .,,4 , \7,1'':' ; compliance with Section 553.908 I ;, ti DATE:8/19/19 Florida Statutes. i,,; _ ,_Q., / f I hereby certify that this buildi designed,is in compliance with \r a • ....-,4%,/ ;a ' the Florida Energy Code. - D tE ." OWNER/AGENT ,(moi �)" ..._ BUILDING OFFICIAL: ill DATE: 9/f 1/9 DATE: Y.d 71, -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 3.0 ACH50(R402.4.1.2). 2019-Aug-19 10 54 06 wrlghtsoft- Rigtt-Stite®Universal 201919.0.10RS000000 Right-Energy®Florida2017 Section 405.4.1 Compliant Software Paget - -• - ...SC Brilders\elson-1721 Atlantic Beath Drrup Calc=MJ8 Front Door faces:SW FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative(Performance)Method Applications for compliance with the 2017 Florida Building Code,Energy Conservation via the OFFICE COPY residential Simulated Performance method shall include: f� This Checklist A FORM 405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address,e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool,name of individual completing the compliance report(one page). An input summary checklist that can be used for field verification(usually 4 pages/may be greater). Energy Performance Level(EPL)Display Card(one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements(five pages) Required prior to CO for the Performance method: U Air Barrer and Insulation Inspection Component Criteria checklist(Table 402.4.1.1-one page) (� A completed Form 2017 Envelope Leakage Test Report(usually one page). Section R402.4 or R402.4.1.2 exceptions may apply. If FORM R405 duct leakage type indicates anything other than 'default leakage"then a completed FORM R405 Duct Leakage Test Report(usually one page). 2019-Aug-19 10:54:06 wrlghtsof"t' Right-State®Universal 201919.0.10RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page •v,.•p-,-,.w,..--.,, ...SC BuildersWelson-1721 Atlantic Beach Drry) CaIc=MJ6 Front Door faces:SW FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Nelson Residence Builder Name: Timberline Construction Street: 1721 Atlantic Beach Drive Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL 32233 Permit Number Owner. Greg Nelson Jurisdiction: 261100 Design Location: FL,Jacksonville NAS County: (Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall types(4653 ft2) Insulation(R) Area(ft') 2.Single family or multiple family Single-Family a. Wood Wall 2x6 R19 19.0 3957.82 b. Wall 2x4 Adjacent To Garage R11 11.0 694.95 3. Number of units,if multiple family 1 c. N/A 4. Number of bedrooms 5 d. N/A 10. Ceiling types(3435 ft2) Insulation(R) Area(W) 5. Is this a worst case? No a. Shingle Unvented R20 Roof Deck 20.0 3434.50 6.Conditioned floor area above grade(ft') 3946.25 b. N/A Conditioned floor area below grade(ft') 0 c. N/A 7. Windows(661 ft') Description Area(ft') 11.D a s R Area( Sup:System 1,Ret:System 1,AH:System 1 6.0 404.8787 a.U-Factor. Dbl,0.290 564.75 b.Sup:System 2,Ret:System 2,AH:System 2 6.0 272.85 SHGC: 0.23 b.U-Factor. Dbl,0.540 96.00 12.Cooling systems kBtu/hr Efficiency SHGC: 0.32 a.Split air source heat pump 26.9 SEER: 14.5 c.U-Factor b.Split air source heat pump 26.5 SEER: 14.5 SHGC: 13. Heating systems kBtu/hr Efficiency d.U-Factor a.Split air source heat pump 28.0 HSPF:8.3 SHGC: b.Split air source heat pump 28.0 HSPF:8.3 Area Weighted Average Overhang Depth: 5.494 ft 14. Hot water systems Area Weighted Average SHGC: 0.243 a.Gas instantaneous(0 gal) Cap:0 gal EF:0.82 8. Floor types(2936.00 ft") Insulation(R) Area(ft") b.Conservation features a. Slab On Grade 0.0 2103.25 (None) b. Floor Over Exterior R20 19.0 832.75 c. N/A 15.Credits None Glass/Floor area: 0.109 Total Proposed Modified Loads: 118.12 PASS Total Baseline Loads: 147.75 I hereby certify that the plans and specifications covered by this Review of the plans and specifications covered bythis calculation indicates . •F AtIE ST • calculation are in compliance with the Florida Energy Code. r`'' d,d •1^-a,t \. compliance with the Florida Energy i�F,, ,, _ J x , Code. Before construction is completed, �r p• .40; PREPARED BY: this building will be inspected for "'� :•., .t'` ``` '4O compliance with Section 553.908 ;i - - DATE: 8/19/19 Florida Statutes. v >, I ¢ ; s - I hereby certify that this building, designed,is in compliance with .--.�y -."y �F` the Florida Energy Code. ^ '''•,,con y„zwaa.,- OWNER/AGENT BUILDING OFFICIAL: fil r� DATE: 13//c1 /9 DATE: "�/_i iq -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 3.0 ACH50(R402.4.1.2). 2019-Aug-19 10:54:06 wrlghtsoft Right-Sute®Uriversal 201919.0.10RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Paget •r... - --.., - , ...SC Bulders\Nelson-1721 Atlartiic Beach Drrup Calc=MJB Front Door faces:SW FORM R405-2017 Building Input Summary Report PROJECT Title: Nelson Residence Bedrooms: 5 Address type: Street address Building Type: FLAsBuilt Bathrooms: 5 Lot#: Owner: Greg Nelson Conditioned Area: 3946 Block/Subdivision: #of Units: 1 Total Stories: 2 Platbook: Builder Name: Timberline Construction Worst Case: No Street: 1721 Atlantic Beach Permit Office: Atlantic Beach Rotate Angle: 0 County: Jurisdiction: 261100 Cross Ventilation: No City,State,Zip: Atlantic Beach,FL 32233 Family Type: Single-Family Whole House Fan: No New/Existing: New(From Plans) Terrain: Suburban Year Construct: 2019 Shielding: Suburban Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp ✓ Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville NAS FL_Jacksorville-Cr 2 37 96 70 75 995 46 Medium BLOCKS # Name Area Volume 1 System 2 1987.00 ft2 25632.56 ft3 2 System 1 1959.25 ft2 23606.36 ft3 SPACES # Area Volume Kitchen Occupants Bedrooms Id!ID Finished Cooled Heated 1 Gym Bath 57.00 ft2 644.10 ft3 No 0 0 1 Yes Yes Yes 2 Gym 206.25 ft2 2330.63 ft' No 1 0 1 Yes Yes Yes 3 Mud Room 112.50 ft2 1271.25 ft' No 0 0 1 Yes Yes Yes 4 Entry 232.00 ft2 2621.60 ft' No 0 0 1 Yes Yes Yes 5 GC 27.50 ft2 310.75 ft3 No 0 0 1 Yes Yes Yes 6 GBath 45.00 ft2 508.50 ft' No 0 0 1 Yes Yes Yes 7 Guest Bed 188.50 ft2 2130.05 ft3 No 1 1 1 Yes Yes Yes 8 Office 154.25 ft2 1743.03 ft' No 1 0 1 Yes Yes Yes 9 Kitchen Family 936.25 ft2 12046.46 ft' Yes 0 0 1 Yes Yes Yes 10 Bed4 183.75 ft2 1653.75 ft3 No 1 1 1 Yes Yes Yes 11 Bath 3 59.50 ft2 535.50 ft' No 0 0 1 Yes Yes Yes 12 Sink 3 35.00 ft2 315.00 ft3 No 0 0 1 Yes Yes Yes 13 Bed 3 175.00 ft2 1575.00 ft3 No 1 1 1 Yes Yes Yes 14 Master Bath 156.50 ft2 1408.50 ft3 No 0 0 1 Yes Yes Yes 15 MWIC 110.75 ft2 996.75 ft3 No 0 0 1 Yes Yes Yes 16 Master Bed 311.25 ft2 2801.25 ft3 No 2 1 1 Yes Yes Yes 17 Bath 2 72.00 ft2 648.00 ft3 No 0 0 1 Yes Yes Yes 18 Bed 2 204.00 ft2 1836.00 ft3 No 1 1 1 Yes Yes Yes 19 B2C 48.00 ft2 432.00 ft3 No 0 0 1 Yes Yes Yes 20 AH2 26.00 ft2 234.00 ft3 No 0 0 1 Yes Yes Yes 21 Laundry 108.75 ft2 978.75 ft' No 0 0 1 Yes Yes Yes 22 Loft 574.25 ft2 6795.45 ft' No 0 0 1 Yes Yes Yes 23 Attic 2 2064.75 ft2 5422.61 ft3 No 0 0 1 Yes Yes Yes FLOORS (Total Exposed Area=2936 sq.ft.) ✓ # Floor Type Space Perimeter R-Value Area U-Factor Tile Wood Carpet 1 Slab On Grade Gym Bath 16 ft 0 57.00 ft2 0.989 0 1.0 0 2 Slab On Grade Gym 14 ft 0 206.25 ft2 0.989 0 1.0 0 3 Slab On Grade Mud Room 0 ft 0 112.50 ft2 0.989 0 1.0 0 4 Slab On Grade Entry 11 ft 0 232.00 ft2 0.989 0 1.0 0 5 Slab On Grade GC 0 ft 0 27.50 ft2 0.989 0 1.0 0 6 Slab On Grade GBath 5 ft 0 45.00 ft2 0.989 0 1.0 0 7 Slab On Grade Guest Bed 30 ft 0 188.50 ft2 0.989 0 1.0 0 8 Slab On Grade Office 12 ft 0 154.25 ft2 0.989 0 1.0 0 9 Slab On Grade Kitchen Family 69 ft 0 936.25 ft2 0.989 0 1.0 0 10 Floor Over Exterior R20 Bed 4 28 ft 19 183.75 ft2 0.050 0 1.0 0 11 Floor Over Exterior R20 Bath 3 8 ft 19 59.50 ft2 0.050 0 1.0 0 12 Floor Over Exterior R20 Sink 3 0 ft 19 35.00 ft2 0.050 0 1.0 0 13 Floor Over Exterior R20 Bed 3 14 ft 19 175.00 ft2 0.050 0 1.0 0 14 Floor Over Exterior R20 Master Bath 26 ft 19 156.50 ft2 0.050 0 1.0 0 15 Floor Over Exterior R20 MWIC 0 ft 19 65.25 ft2 0.050 0 1.0 0 16 Floor Over Exterior R20 B2C 0 ft 19 18.00 ft2 0.050 0 1.0 0 17 Floor Over Exterior R20 AH2 0 ft 19 15.75 ft2 0.050 0 1.0 0 18 Floor Over Exterior R20 Loft 8 ft 19 124.00 ft2 0.050 0 1.0 0 19 Slab On Grade Loft 12 ft 0 144.00 ft2 0.989 0 1.0 0 ya. 2019-Aug-19 10:54:06 lit wrightsoW Right-State®Uriversal 2019 19.0.10 RSU00000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page .4,.•._ _..,4.__.,,, ...SC BuldersWelson-1721 Atlantic Beach Dcrup Calc=MJ8 Frort Door faces:SW 0 t < < t O - * AWWWWWWWW Wwmr.NNNNNNNN (D(DV m(1AWN� AWNS �! 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N-' 00 N-' CO N-' CO 1 O O O Oo00000000000000000000 tn- CD o - cn m FORM 18405-2017 I' TEMPERATURES Programmable Thermostat: N Ceiling Fans: Cooling [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X] Dec Heating [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X] Dec Venting [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X] Dec Thermostat Schedule: Florida Building Code,6th Edition Hours Schedule Type (2017) 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 Heating(WEH) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 2019-Au2-19 10:54:06 WrlghtsoftRigtt-Sute®Urrversal 2019 19.0.10 RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 6 ...,,-.- .,,—, - _.SC Bulders\Nelson-1721 Atlantic Beach Drrup Calc=MJ8 Front Door faces:SW FORM R40.5-2017 ENERGY PERFORMANCE LEVEL(EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX =80 The lower the EnergyPerformance Index, the more efficient the home. 1.New home or addition 1. New(From Plans) 12.Ducts,location&insulation level a.Supply ducts: R 6.0 2.Single-family or multiple-family 2. Single-Family b.Return ducts: R 6.0 c.AHU location: System 1 3.Number of units,if multiple-family 3. 1 13.Cooling systems Capacity 53.4 4.Number of bedrooms 4. 5 a.Split system: SEER 14.50 b.Single package: SEER 5.Is this a worst case?(yes/no) 5. No c.Groundwater source: SEER/COP d.Room unit/PTAC: EER 6.Conditioned floor area(ft2) 6. 3946.25 e.Other: 7.Windows,type and area* 14.Heating systems Capacity 56.0 a.U-Factor: 7a. DbI,0.290_ a.Split system heat pump: HSPF 8.30 b.Solar Heat Gain Coefficient(SHGC): 7b. 0.23 b.Single package heat pump: HSPF c.Area(ft2) 7c. 564.75 c.Electric resistance: COP d.Gas furnace,natural gas: AFUE 8.Skylights e.Gas furnace,LPG: AFUE a.U-Factor: 8a. f.Other: b.Solar Heat Gain Coefficient(SHGC): 8b. 15.Water heating systems 9.Floor type,insulation level a.Electric resistance: EF a.Slab-on-grade(R-value): 9a. 0.0 b.Gas fired,natrual gas: EF 0.820 b.Wood,raised(R-value): 9b. 19.0 c.Gas fired,LPG: EF c.Concrete,raised(R-value) 9c. d.Solar system with tank: EF e.Dedicated heat pump with tank: EF 10 Wall type and insulation: f.Heat recovery unit: HeatRec% a.Exterior: g.Other: 1.Wood frame(Insulation R-value): 10al. 19 2.Masonry(Insulation R-value): 10a2. 16.HVAC credits daimed(Performance Method) b.Adjacent: a.Ceiling fans: 1.Wood frame(Insulation R-value): 10b1. 11 b.Cross ventilation: 2.Masonry(Insulation R-value): 10b2. c.Whole house fan: d.Multizone cooling credit: Yes 11.Ceiling type and insulation level e.Multizone heating credit: Yes a.Under attic(R-value): 11a. 20.0 f.Programmable thermostat: b.Single assembly(R-value): 11 b. c.Knee walls/skylight walls(R-value) 11c. d.Radiant barrier installed 11d. *Label required by Section 303.1.3 of the Florida Building Code,Energy Conservation,if not DEFAULT. I certify that this home has complied with the Florida Building Code,Energy Conservation,through the above energy saving features which will be installed(or exceeded)in this home before final inspection. Otherwise,a new EPL Display Card will be completed based on installed Code co pliant features. Builder Signature. Date: 8//4/1 Address of New Home: 1721 Atlantic Beach Drive City/FL Zip: Atlantic Beach,FL 32233 2019-Aug-19 10:54:06 wrig htsoft'' RiglbSute®Uriversal201919.0.10RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliart Software Page *MeiP.wurr,q,ay.,r ...SC BLOWS NelSOn-1721 Atlartic Beach Dr.rup Calc=MJ8 Frort Door faces:SW FORM 8405-2017 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 1721 Atlantic Beach Drive PERMIT#: Atlantic Beach,FL 32233 MANDATORY REQUIREMENTS -See individual code sections for full details. SECTION R401 GENERAL El R401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Flonda law (Section 553.9085, Florida Statues)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. completed and signed by the builder The building official shall verify that the EPL display card accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix RD. riR402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. ri R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing 1-1 methods between dissimilar materials shall allow for differential expansion and contraction. 1-1 R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance 1-1 with the manufacturers instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction.Where required by the code official. an approved third party shall inspect all components and verify compliance. 1-1 R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7). Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g),or(i)or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions. alterations, renovations.or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors,fireplace and stove doors shall be dosed. but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air,backdraft and flue dampers shall be dosed,but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test,shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5. Heating and cooling systems, if installed at the time of the test.shall be turned off. 6. Supply and return registers, if installed at the time of the test.shall be fully open. 1-1 R402.4.2 Fireplaces. Newwood-buming fireplaces shall have tight-fitting flue dampers or doors.and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeledin accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-figging doors on masonry fireplaces.the doors shall be listed and labeled in accordance with UL 907. EJR402.4.3 Fenestration air leakage. Windows. skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 2019-Aug-19 10:54'06 wrlghtsoft Right-Suite®Universal 2019 19.0.10 RSU00000 Right-Energy®Florida 2017 Section 405 4.1 Compliant Software page 8 •9$H•I rW..Yw7 lav, ...SC Bulders\Nelson-1721 Atlantic Beach Drrup Calc=MJ8 Front Door faces.SW FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2.where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent apliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. ▪ R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS O R403.1 Controls ElR403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ElR403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.3.2 Sealing(Mandatory). All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f), (g),or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. ElR403.3.3 Duct testing. Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa)across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Post construction test:Total leakage shall be measured with a pressure differential of 0.1 inch wg.(25 Pa)across the entire system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. Awritten report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)shall be insulated to a minimum of R-3. ElR403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance,and wind, and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. 0 R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace termperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls.temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. ❑ R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be dedicated return pipe or a cold water supply pipe. Gravity and thernosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for how water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water ❑ R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2019-Aug-19 10154'06 wrightsoft- Right-Sute®Universal 2019 19.0.10 RSU00000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 9 ...SC BuldersWelson-1721 Atlantic Beach Dr.rup Calc=MJ8 Front Door faces SW FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ❑ R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. ❑ R403.5.6 Water heater efficiencies(Mandatory). ❑ R403.5.6.1 Storage water heater temperature controls. • R403.5.6.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ▪ R403.5.6.1.2 shut down. A separate switch or a dearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. ❑ R403.5.6.2 Water heating equipment Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code. Energy Conservation. Commercial Provisions.for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria of Section R403.5.6.2.1. ❑ R403.5.6.2.1 Solar water heating system. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal:and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code. Residential or Florida Building Code. Mechanical. as applicable,or with other approved means of ventilation. including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that dose when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy. When installed to function as a whole-house mechanical ventilation system.fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. ▪ R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure of for mechanical ventilation shall meet the following criteria 1.The design air change per hour minimums for residential buildings in ASHRAE 62.2.Ventilation forAcceptable IndoorAir Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19, space permitting.or R-10 otherwise. ❑ R403.7 Heating and cooling equipment(Mandatory). ElR403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved methodologies, heating and cooling calculation based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY(a) AIRFLOW RATE MAXIMUM CFM CFM/WATT CFM Range hoods Any 2.8 c,frri/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom. utility room 10 1.4 cfm/watt <90 Bathroom. utility room 90 2.8 cfm/watt Any For SI: 1 c,(rn-28.3 L/min. (a)When tested in accordance HVI Standard 916 2019-Aug-19 10:54:06 * wrightsoft_ Right-Suite®Universal 201919.0.10RS000000 Right-Energy®Florida 2017 Section 405.41 Compliant Software Page 10 ._SCBuldersWelson-1721AtlarticBeach Drop Calc=MJ8 FrorCDoor faces:SW MANDATORY REQUIREMENTS -(Continued) • R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7.or the closest available size provided by the manufacturers product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value forAHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing. Manufacturers expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1.Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2.When signed and sealed by a Florida-registered engineer in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. ❑ R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1 ❑ R403.7.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. 0 R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1.A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2.A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls(Mandatory). Snow-and ice-melting systems.supplied through energy service to the building. shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). O R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1.Where public heath standards require 24-hour pump operations. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3.Where pumps are powered exclusively from on-site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season, is from site-recovered energy. such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. ❑ R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or afterApril 16, 2013.when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 2019-Aug-19 10:54:06 wr ightsoft Right-Sute®Universal 2019 19.0.10 RSU00000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 11 er twr..**..ticw43y ...SC BuldersiNelson-1721 Atlantic Beach Dr.rup Calc=MJ8 Front Door faces:SW • •MANDATORY REQUIREMENTS-(Continued) R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160.Table 2. Standard Rating Conditions-Low AirTemperature.Atest report from an independent laboratory is required to venfy procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas(Mandatory). The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 2019-Aug-19 10'54'06 wrightsoft- Right-Sate®Universal 201919.0.10RS000000 Right-Energy®Florida 2017 Sedion 405.4.1 Compliant SoftwarePage 12 SC BuldersWelson-1721 Atlartic Beach Drrup Calc=MJ8 Front Door faces SW FORM R405-2017 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Nelson Residence Builder Name Timberline Construction Street: 1721 Atlantic Beach Dnve Permit Office: Atlantic Beach City, State,Zip Atlantic Beach, FL 32233 Permit Number Owner Greg Nelson Jurisdiction: 261100 Design Location. FL,Jacksonville NAS COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA ✓ General A continuous air barrier shall be installed in the pe requirements building envelope.The exterior thermal envelope Air-permeable ling ma Ilei insulation shall not be used as a Li contains a continuous barrier.Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit The insulation in any dropped ceiling/soffit shall be aligned with the insulation and any shall be aligned with the air barrier. gaps in the air barrier shall be sealed. Access openings,drop down stairs or knee wall doors to unconditioned attics paces shall be sealed. Walls The junction of the foundation and sill plate Cavities with corners and headers of frame walls shall be sealed.The junction of the top plate shall be insulated by completely filling the cavity and the top of exterior walls shall be sealed, with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier Windows,skylights The space between window/door jambs and framing, and doors and skylights and framing shall be sealed. ri Rim joists are insulated and include an air Rim joists shall be insulated. LiRim joists barrier. Floors(including The air barrier shall be installed at any exposed Floor framing cavity Insulation shall be installed above-garage and edge of insulation, to maintain permanent contact with the underside cantilevered floors) of subfloor decking,or floor framing cavity insulation shall be permitted to be in contact Li the top sideof sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space Exposed earth in unvented crawl spaces shall be Where provided in lieu of floor insulation, walls covered with a Class I vapor retarder with insulation shall be permanently attached overlapping joints taped. to the crawlspace walls. Shafts,penetrations Duct shafts, utility penetrations,and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that I I on installation readily conforms to the available cavity spaces. Garage Air sealing shall be provided between the garage separation and conditioned spaces. Recessed Recessed light fixtures installed in the building Recessed light fixtures installed in the lighting thermal envelope shall be sealed to the drywall. building thermal envelope shall be air tight ❑ and IC rated. Plumbing and Batt insulation shall be cut neatly to fit around wiring wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on The air barrier shall be installed behind Exterior walls adjacent to showers and tubs l exterior wall electrical or communication boxes or air-sealed shall be insulated. boxes shall be installed. Electrical/phone The air barrier shall be installed behind box on exterior electrical or communication boxes or air-sealed 1 walls boxes shall be installed. HVAC register HVAC register boots that penetrate building boots thermal envelope shall be sealed to the subfloor or drywall. Concealed When required to be sealed,concealed fire sprinklers sprinklers shall only be sealed in a manner that is recommended by the manufacturer. ❑ Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 2019-Aug-19 10:54:06 wrightsoft Rigrt-Sute®Universal 201919010RS000000 Right-Energy®Florida 2017 Sedion 405 4 1 Compliart Software Page 13 t 4i.y`..y..0. ,.y ..SC BuldersWelson-1721 Atlantic Beach Drrip Calc=MJ8 Frort Door faces SW FORM R405-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit Number: Job Information Builder: Timberline Construction Community: Lot: Address: 1721 Atlantic Beach Unit: City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method. PRESCRIPTIVE METHOD The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals)in Climate Zones 1 and 2. The building or dwelling unit shall be tested and verified as having an air leakage rate of not PERFORMANCE or ERI METHOD exceeding the selected ACH(50)value,as shown on FORM R405-2017(Performance)or R406-2017(ERI),section labeled as Infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ERI): 3.000 x 60_ 49239 = Method for calculating building volume: CFM(50) Building Volume ACH(50) ❑ Retrieved from architectural plans PASS 0 Code software calculated ❑ Field measured and calculated WhenACH(50)is less than 3,Mechanical Ventilation installation must be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues,or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or and approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be dosed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust, intake,makeup air,back draft and flue dampers shall be dosed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2019-Aug-19 10:54:06 wrIghtsoft' Right-Sute®Universal 2019 19.0.10 RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliart Software Page 14 M,:• .,- ...SC BuldersWelson-1721 Atlantic Beach Dr.np Calc=Mai Frort Door faces:SW FORM R405-2017 Duct Leakage Test Report Residential Perscriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit Number: Job Information Builder: Timberline Construction Community: Lot: Address: 1721 Atlantic Beach Unit: City: Atlantic Beach State: FL Zip: 32233 Duct Leakage Test Results System 1 cfm25 Prescriptive Method cfm25(Total) To qualify as"substantially leak free"Qn Total must be less than System 2 cfm25 or equal to 0.04 if air handler unit is installed. If air handler unit is not installed,On Total must be less than or equal to 0.03. System 3 cfm25 This testing method meets the requirements in accordance with Section R403.3.3. Suad Is the air handler unit installed additional of any tional systems cfm25 YES f`=°ooQn) during testing? I NO f,=003 On) systems ll cfm25 vs --PerformanceL /ERI Method cfm25(Out or Total) 3946 _ Qn To qualify using this method,Qn must be not greater than the Total of all Total Conditioned proposed duct leakage Qn specified on Form R405-2017 or systems Square Footage R406-2017. Leakage Type selected on Form Qn specified on Form R405-2017 R405-2017(Energy Calc)or R406-2017 (Energy Calc)or R406-2017 PASS FAIL Default Leakage Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statues. Testing Company Company Name: Phone: I hereby verify that the above duct leakage test results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2019-Aug-19 10:54'06 WrIghtsoft Right-Sute®Universal 201919.0.10RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 15 .r4041.0r..,s.y. SCBulders\Nelson-1721Atlantic Beach Drnp Calc=MJ8 Frord Door faces SW Reference Home Characteristics Greg Nelson Title: Nelson- 1721 Atlantic Beach Dr TMY City: FL_Jacksonville-Cr 1721 Atlantic Beach Drive Atlantic Beach. FL 32233 FLBase2017 Above-grade Walls(Uo) 0.084 Above-grade Wall SolarAbsorptance 0.75 Above-grade Wall Infared Emittance 0.90 Basement Walls(Uo) n/a Above-grade Floors(Uo) n/a Slab Insulation R-Value 0.0 Ceilings(Uo) 0.030 Roof SolarAbsorptance 0.75 Roof Infared Emittance 0.90 Attic Vent Area(ft2) 0.00 Crawlspace Vent Area(ft2) n/a Exposed Masonry FloorArea(ft2) 629.40 Carpet&Pad R-Value 2.0 DoorArea(ft2) 40.00 Door U-Factor 0.400 North WindowArea(ft2) 139.16 South WindowArea(ft2) 139.16 East WindowArea(ft2) 139.16 West WindowArea(ft2) 139.16 Window U-Factor 0.400 Window SHGC(Heating) 0.2169 Window SHGC(Cooling) 0.2169 ACH50 7.00 Internal Gains*(Btu/day) 201232 Water heater gallons per day 160.00 Water Heater set point temperature 120.00 Water heater efficiency rating 0.47 Labeled Heating System Rating and Efficiency HSPF=8.2 Labeled Cooling System Rating and Efficiency SEER=14.0 Air Distribution System Efficiency 0.88 Thermostat Type Manual Heating Thermostat Settings 72.0(All hours) OFFICE COPY �J Project SummaryJob: -f"ii- Wrigttsoft Date: Aug 16,2019 r' System 1 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Oddawaha,FL 32179 Phone:386-503-0449 Email:MechariCalcs@gmail.com Web ineedI-WACcalcs.com or MechariCalcsLLC.com Pro'ect Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Notes: Desi•n Information Weather: Jacksonville NAS,FL,US Winter Design Conditions Summer Design Conditions Outside db 37 °F Outside db 96 °F Inside db 70 °F Inside db 75 °F Design TD 33 °F Design TD 21 °F Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 19489 Btuh Structure 18023 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(87 cfm) 3175 Btuh Central vent(87 cfm) 1979 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 22663 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 20002 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa 3283 cfm Structure 2406 Btuh Ducts 0 Btuh Central vent(87 cfm) 2732 Btuh Heating Cooling Outside air Area(ft2) 1959 1959 Equipment latent load 5138 Btuh Volume(ft3) 23606 23606 Air changes/hour 0.22 0.11 Equipment Total Load(Sen+Lat) 25140 Btuh Equiv.AVF(cfm) 88 42 Req.total capacity at 0.80 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140301 K Cond GSZ140301 K AHRI ref 201679964 Coil AVPTC37B14A AHRI ref 201679964 Efficiency 8.3 HSPF Efficiency 12.0 EER,14.5 SEER Heating input Sensible cooling 21511 Btuh Heating output 28000 Btuh @ 47°F Latent cooling 5378 Btuh Temperature rise 28 °F Total cooling 26889 Btuh Actual airflow 925 cfm Actual airflow 888 cfm Airflow factor 0.047 cfm/Btuh Air flow factor 0.049 cfrn/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.80 Capacity balance point=32°F Backup:Goodman Mfg. Input=5 kW, Output=17061 Btuh,100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Pk wright ft- 2019-Aug-1910:51:53 - --i Right-Sutee Universal 2019 19.0.10 RS000000 Page 1 ...SCBulders\Nelson 1721Atlantic Beach Dr.np Calc=MJ8 Front Door faces:SW Project Summa Job: 4wrightsoft ry Date: Aug 16,2019 System 2 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Ocidawaha,FL 32179 Phone:386-503-0449 Email:MechariC,alcs@gmail.com Web.ineedHVACcalcs.com or MecharrCalcsLLC.com Pro'ect Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Notes: Desi•n Information Weather Jacksonville NAS.FL, US Winter Design Conditions Summer Design Conditions Outside db 37 °F Outside db 96 °F Inside db 70 °F Inside db 75 °F Design TD 33 °F Design TD 21 °F Daily range M Relative humidity 50 Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 15947 Btuh Structure 20503 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(0 chi) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 15947 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 20503 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stones 3(partial)/2 Pressure/AVF 50 Pa 3283 cfm Structure 2654 Btuh Ducts 0 Btuh Central vent(0 dm) 0 Btuh Heating Cooling (none) Area(ft2) 1987 1987 Equipment latent load 2654 Btuh Volume(ft') 25633 25633 Airchanges/hour 0.26 0.12 Equipment Total Load(Sen+Lat) 23158 Btuh Equiv.AVF(chrl) 112 53 Req.total capacity at 0.85 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140301 K Cond GSZ140301 K AHRI ref 201679964 Coil AVPTC37B14A AHRI ref 201679964 Efficiency 8.3 HSPF Efficiency 12.0 EER, 14.5 SEER Heating input Sensible cooling 22543 Btuh Heating output 28000 Btuh @ 47°F Latent cooling 3978 Btuh Temperature rise 28 °F Total cooling 26521 Btuh Actual air flow 925 cfm Actual air flow 888 cfm Air flow factor 0.058 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.89 Capacity balance point=24°F Backup:Goodman Mfg. Input=8 kW. Output=27297 Btuh. 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsc,ft 2019-Aug-1910:51:53 Right-Sute(Unversal 2019 19.0.10 RSU00000 Page 2 ..SC BuldersWelson-1721 Atlarec Beach Dr.rip Calc=MJ8 Front Door faces:SW Manual S Compliance Report Job: w1r11tSoft P p Date: Aug 16,2019 System 1 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Ocklawaha,FL 32179 Phone:386-503-0449 Email:MediariCalcs@gmail.eom Web ineedHVACcalrs.00m or MediariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 95.7°F Sensible gain: 20002 Btuh Entering coil DB: 77.1°F Outdoor design WB: 77.1°F Latent gain: 5138 Btuh Entering coil WB: 64.2°F Indoor design DB: 75.0°F Total gain: 25140 Btuh Indoor RH: 50% Estimated airflow: 888 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+AVPTC37B14A Actual airflow: 888 cfm Sensible capacity: 21538 Btuh 108%of load Latent capacity: 5351 Btuh 104%of load Total capacity: 26889 Btuh 107%of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 36.8°F Heat loss: 22663 Btuh Entering coil DB: 66.8°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301K+AVPTC37B14A Actual airflow: 925 cfm Output capacity: 28000 Btuh 124%of load Capacity balance: 32 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Goodman Mfg. Model: Actual airflow: 925 cfm Output capacity: 5.0 kW 75%of load Temp.rise: 17 °F Meets all requirements ofACCA Manual S. -P$ wr,tgh.sof 2019-Aug-1910:51:54 Tom" ... Righ-Site®Uriversal 2019 19.0.10 RS000000 Page 1 ...SC Bulders\Nelson-1721 Atlartc Beath Dort. Calc.MJ8 Front Door faces:SW Manual S Compliance Report Job: - wrig tSOft' p p Date: Aug 16,2019 System 2 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Oddawaha,FL 32179 Phone:386-503-0449 Email:MedtariCalcs@gmail.com Web ineedFNACcal s.com or MechariCaksLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 95.7°F Sensible gain: 20503 Btuh Entering coil DB: 75.0°F Outdoor design WB: 77.1°F Latent gain: 2654 Btuh Entering coil WB: 62.5°F Indoor design DB: 75.0°F Total gain: 23158 Btuh Indoor RH: 50% Estimated airflow: 888 cfrn Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301K+AVPTC37B14A Actual airflow: 888 cfrn Sensible capacity: 22610 Btuh 110%of load Latent capacity: 3910 Btuh 147%of load Total capacity: 26521 Btuh 115%of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 36.8°F Heat loss: 15947 Btuh Entering coil DB: 70.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+AVPTC37B14A Actual airflow: 925 cfm Output capacity: 28000 Btuh 176%of load Capacity balance: 24 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Goodman Mfg. Model: Actual airflow: 925 cfm Output capacity: 8.0 kW 171%of load Temp.rise: 51 °F Meets all requirements ofACCA Manual S. wrtgfrtrottt� 2019-Aug-19 10:51:54 1111- Right-Suite®Lkiaersal 2019 19.0.10 RS000000 Page 2 ...SC&ildersWelson 1721 Atlantic Beach Dcnp Calc=MJ8 Frort Door faces:SW Duct System SummaryJob: Iii. wrightSoft yDate: Aug 16,2019 System 1 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Ocklawaha.FL 32179 Phone:386-503-0449 Email:MediariCalcs@gmail.com Web:ineedliVACcalcs.com or MedariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.20 in H2O 0.20 in H2O Available static pressure 0.30 in H2O 0.30 in H2O Supply/return available pressure 0.127/0.173 in H2O 0.127/0.173 in H2O Lowest friction rate 0.133 in/100ft 0.133 in/100ft Actual air flow 925 cfm 888 cfrn Total effective length(TEL) 225 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matt Ln(ft) Ln(ft) Trunk Entry h 2148 102 69 0.151 6.0 Ox 0 VIFx 54.5 29.5 st2 GBath h 435 21 13 0.152 4.0 Ox 0 VIFx 68.3 15.5 st2 GC c 19 0 1 0.180 4.0 Ox 0 V1Fx 59.0 11.4 st2 Gest Bed h 2836 135 108 0.133 7.0 Ox 0 VIFx 64.0 31.4 st2 Gym c 1944 57 96 0.592 6.0 Ox 0 VIFx 17.5 4.0 Gym Bath h 1236 59 27 0.360 4.0 Oxo VIFx 23.5 11.8 Kitchen Family c 2449 116 121 0.172 7.0 Ox 0 VIFx 43.5 30.2 st6 Kitchen Family-A c 2449 116 121 0.217 7.0 Ox 0 VIFx 34.5 24.0 st1 Kitdten Family-B c 2449 116 121 0.307 6.0 Ox 0 VIFx 21.1 20.3 st1 Kitchen Family-C c 2449 116 121 0.208 7.0 Ox 0 V1Fx 34.5 26.6 st6 Mud Room h 843 40 20 0.327 4.0 Ox 0 VIFx 24.6 14.2 st1 Office c 1444 50 71 0.213 6.0 Ox 0 VIFx 36.2 23.5 st6 Supply Trunk Detail Table Trunk Htg CIg Design Veloc Diam H x W Duct Name Type (cfrn) (cfm) FR (fpm) (in) (in) Material Trunk st1 PeakAVF 552 574 0.172 731 12.0 0 x 0 VnlFlx st6 PeakAVF 281 312 0.172 573 10.0 0 x 0 VinlFlx st1 st2 PeakAVF 257 191 0.133 582 9.0 0 x 0 VnlFlx wrtghttsoft- 2019-Aug-19 10:51:54 Rigt FSute®Universal 2019 19.0.10 RS000000 Page 1 ..SC Brildersthelson-1721 Atlantic Beach Dcrup Calc=MJ8 Frort Door faces:SW Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mall Trunk rb2 Ox 0 875 817 129.7 0.133 626 16.0 Ox 0 VIFx rt1 rb8 Ox 0 50 71 52.6 0.328 362 6.0 Ox 0 RdFg rt1 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 PeakAVF 925 888 0.133 461 6.0 17 x 17 RectFbg Pk wrlg tsol t'" 2019-Arg-19 10:51:54 .. Right-Sutet Uriversal 2019 19.0.10 RSU00000 Page 2 ...SC Bulders1Nelson-1721 Atlartic Beach Dna'? Calc=MJ8 Front Door faces:SW Duct System SummaryJob: iiii. �f�d1'ig#1tSOft' yDate: Aug 16,2019 System 2 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St,Oddawaha,FL 32179 Phone:386-503-0449 Email:Mechar.Calcs@gmail.com Web:ineedHVACcalcs.com or MedhariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.30 in H2O 0.30 in H2O Available static pressure 0.20 in H2O 0.20 in H2O Supply/return available pressure 0.082/0.118 in H2O 0.082/0.118 in H2O Lowest friction rate 0.150 in/100ft 0.150 in/100ft Actual air flow 925 cfm 888 cfm Total effective length(TEL) 133 ft Supply Branch Detail Table Design Htg CIg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Mati Ln(ft) Ln(ft) Trunk Attic2 h 2066 120 102 0.150 6.0 Oxo VIFx 23.9 31.1 st3 Attic 2-A h 2066 120 102 0.239 6.0 Ox 0 VIFx 13.4 21.1 st4 B2C h 37 2 0 0.442 4.0 Oxo VIFx 10.2 8.5 st5 Bath 2 h 472 27 16 0.347 4.0 Ox 0 VIFx 12.5 11.3 st5 Bath 3 h 429 25 15 0.226 4.0 Ox 0 VIFx 23.7 12.7 st3 Bed 2 c 2509 72 109 0.213 6.0 Ox 0 VIFx 15.3 23.3 st5 Bed 3 c 2112 58 91 0.172 6.0 Ox 0 VIFx 27.7 20.1 st3 Bed 4 c 2385 87 103 0.156 6.0 Ox 0 VIFx 28.7 24.1 st3 Laundry h 1057 61 55 0.156 5.0 Ox 0 VIFx 31.5 21.4 st5 Loft h 2844 165 130 0.215 7.0 Ox 0 VIFx 17.2 21.1 st5 MWIC h 108 6 0 0.281 4.0 Ox 0 VIFx 20.8 8.5 st4 Master Bath h 1333 77 49 0.158 5.0 Ox 0 VIFx 23.3 28.8 st4 Master Bed c 1312 50 57 0.269 5.0 Ox 0 VIFx 16.0 14.7 st4 Master Bed-A c 1312 50 57 0.257 5.0 Ox 0 VIFx 17.1 15.0 st4 Siric3 h 58 3 1 0.271 4.0 Oxo VIFx 20.5 9.9 st3 Supply Trunk Detail Table Trunk Htg CIg Design Veloc Diam H xW Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 PeakAVF 293 312 0.150 573 10.0 0 x 0 VinlFlx st4 PeakAVF 304 265 0.158 557 10.0 0 x 0 VnlFlx st5 PeakAVF 327 311 0.156 600 10.0 0 x 0 VnlFlx wrIght oft 2019-Aug-1910:51:54 -v....-..:-,....„,._.., Right-Sritet lhiversal 2019 19.0.10 RS000000 Page 3 iletk ...SC BuldersWelson-1721 Atlantic Beach Drstv Calc=MJ8 Front Door faces:SW Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cirri) (cfrn) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk • rb3 Ox 0 240 203 56.0 0.210 687 8.0 Ox 0 VIFx rt2 rb7 Ox 0 91 104 61.2 0.192 530 6.0 Ox 0 VIFx rt2 rb5 Ox 0 184 163 78.5 0.150 528 8.0 Ox 0 VIFx rt2 rb6 Ox 0 83 106 49.0 0.240 542 6.0 Ox 0 VIFx rt2 rb4 Ox 0 101 125 50.5 ' 0.233 467 7.0 Ox 0 VIFx rt2 rb1 Ox 0 226 186 53.5 0.220 648 8.0 Ox 0 VIFx rt2 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfni) (cfrn) FR (fpm) (in) (in) Material Trunk rt2 PeakAVF 925 888 0.150 461 9.3 17 x 17 RectFbg wrlghtsd f_. 2019-Aug-19 10:51:54 •�" M -- - - Right-Siite9 Unversal 2019 19.0.10 RS000000 Pa e 4 .AeK ...SC Biilders\Nelson 1721 Atlantic Beach Duff Calc=MJ8 Front Door faces.SW 9 • Static Pressure and Friction Rate Job: Wr��1tSOft Date: Aug 16,2019 System 1 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Oddawaha,FL 32179 Phore:386-503-0449 Email:MedianCalcs@gmail.com Web:ineedHVACcalcs.com or MedianCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Available Static Pressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.05 0.05 Return grilles 0.05 0.05 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.30 0.30 Total Effective Length Supply Return (ft) (ft) Measured length of run-out 13 3 Measured length of trunk 51 13 Equivalent length of fittings 31 114 Total length 95 130 Total effective length 225 Friction Rate Heating Cooling (i n/100ft) (i n/100ft) Supply Ducts 0.133 OK 0.133 OK Return Ducts 0.133 OK 0.133 OK Fitting Equivalent Length Details Supply 4AE=55,11 C=40,11G=5,11G=5,1A=35, 11G=5,11G=5,VelAdj=119:Total EL=31 Return 6L=20,6C6=115,8D3�5,56=40,6CB=25,VelAdj=151:TotalEL=114 wrfghtsoft^ 2019-Aug-1910:51:54 ..-.• ,.-.....,,.f.. Right-Suite®Uriversal 201919.0.10RS000000 Page1 ...SC BuldersWelson-1721 Marto Beach Drsm Calc=MJ8 Front Door faces:SW Static Pressure and Friction Rate Job: wrilgrts►oft Date: Aug 16,2019 System 2 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St.Oddawaha.FL 32179 Phone:386-503-0449 Email:MechariCal s@gmail.com Web:ineedHVACcalcs.com or MedhariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Available Static Pressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.05 0.05 Return grilles 0.05 0.05 Filter 0.20 0.20 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.20 0.20 Total Effective Length Supply Return (ft) (ft) Measured length of run-out 7 22 Measured length of trunk 17 14 Equivalent length of fittings 31 43 Total length 55 78 Total efective length 133 Friction Rate Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.150 OK 0.150 OK Return Ducts 0.150 OK 0.150 OK Fitting Equivalent Length Details Supply 11M=20,4AE=55,11G=5, 11G=5,1A=35,11G=5,11G=5,VelAdj=99:TotalEL=31 Return 6L=20,11M=20,8D3�5, 11G=5,5B=40,VelAdj=107:TotalEL=43 wr'1ghtsot t- 2019-Aug-1910:51:54 Right-Sute®Uriversal 2019 19.0.10 RS000000 Page 2 ...SC Bulders\elson-1721 Atlantic Beach Dr.rup Calc=MJ8 Frog Door faces:SW First Gym Bath 8x4 59 cfm 12 x 8 121 cfm 07• 10 x s Kitchen_Family 96 cfm GYrn 06 12x8 12x8 Ret Riser 121 con 121 cfm 17x17 8x4 ?. 07.E . 07" 40 cfm 0E4 rid 8 x 8 06.. ., 012•' ,,�.) 10x6 010.. 71 cfrn a Mild ROOM 121 cfm JJJ E 06" 10x6 18x24 t - 71dm Office 875 cfm _ 06•' 016' 4, •l 12 x 12 12x12 T 08" Stairs 1 10x6 102 cfin 06" F 8x4 8x4 1 cfm 21 cfm I � C 04 1 12 8 Split ASHP Goodman Mfg GOODMAN N 135cfm GSZ140301KAVPTC37B14A Garage 12x12 010•' 87 CFM Fresh Air PerASHRAE 62.2-2010 Entry , y Gilead �� T 2x12 Job#: Jonathan Jacobs Scale:1 . 104 Performed by Jonathan Jacobs for: Page 1 Greg Nelson RightSuite®Universal 2019 1721 Atlantic Beach Drive 13930 SE 124th St 19.0.10 RSU00000 Atlantic Beach.FL 32233 Ocklawaha,FL 32179 2019-Aug-19 10.52:00 Phone:386-503-0449 ...son-1721 Ala rtic Beech a.rup ineedHVACcalcs.com or MechaniCalcsLLC.com Mecha... N _ 1I Second Attic 1 Split ASI-F Goadma n Mfg GOODMAN GSZ140301 K AVPTC37B14A Master Bed 10x6 10x6 19 57 cfm 12 x 12 A57 cfm A. ,. Bath 2 82;4 184 cfm 4.4es 2ctn 4 '�. 04"Fy 10x6 �1,�� 010" AH2 10x6 77 cim F- '' - 010', i-'>109 cim 2 a5" ! v — ; 8x42ctm 06" w•.. ... To Alit ~ — BCC ..: e.. 12x 12 8 x 4 40.. OMMMMMIMYMMMM, »rMMM.MC.,M <126 ctn 6 ctnC .grilralliL • Ret Riser J' Master Bath 04" 17x17 72x12 226 cfm 010" >�� A ;``,' Oi `'•• 10 x 6 10x6 v <, 12X12 91 ctn F 103cfm 12x12 \ -� '1 106ctn 06" � ->12x8 104 ctn Sink 3 06- 165 ctn 06" a7- 8x4 \\ ��'06" 25ctn 8x4 ToAlic 04" 3ctn04- ` eR Bed 4 Bed 9 [i` Elam r 10x6 ssissmi ® y 61 ctn 06 Laundiy Job#: Jonathan Jacobs Scale:1 :104 Performed by Jonathan Jacobs for: Page 2 Greg Nelson 13930 SE 124th St RighUniversal 2019 1721 Atlantic Beach Drive Ocklawaha,FL 32179 19 19.00.10 10 RSU00000 Atlantic Beach,FL 32233 Phone:386-503-0449 2019-Aug-19 10:52:00 ..son-1721 Atlantic Beach D.rup ineedHVACcalcs.com or MechaniCaksLLC.com Mecha... Attic MI.10x6 120 chn 12x12 4._ 210 an Athc 2 .10 6 W 4 120c - I Job#: Jonathan Jacobs Scale:1 :104 Performed by Jonathan Jacobs for: Page 3 Greg Nelson 13930 SE 124th St Right-Suit Universal 2019 1721 Atlantic Beach Drive Ocklawaha,FL 32179 19.0.100 RSU00000 Atlantic Beach,FL 37133 Phone:386-503-0449 2019-Aug-19 10:52:00 ..son-1721 Atlartic Beach asap ineedHVACcaks.com or MechaniCaksLLC.com Mecha... f J OFFICE COPY :A PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 1721 Atlantic Beach Dr, Atlantic Beach, FL 32233 Permit#: Es,/9 - o ry *Owner/Project Name: Greg Nelson As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at:www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1. Swinging Bluffelen Wood Front Door 13391.1 2. Sliding PGT Sliding door, 5470 251 .9 3. Sectional 4. Garage Roll-Up Wayne Dalton 6600 10737 5.Automatic 6. Other Plast Pro French Door 17184.1 B. WINDOWS 1.Single hung PGT 5400 Series 1435.5 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed PGT 5420 243.7 6.Awning 7. Pass-through 8. Projected 9. Mullion 10.Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding Nichiha Shake Siding 12098.2 2. Soffits Nichiha Soffit Panel 12098.4 3. EIFS 4.Storefronts 5. Curtain walls 6.Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10. Synthetic stucco 11. Other D. ROOFING PRODUCTS 1.Asphalt shingles 2. Underlayments MFM Building Products Ultra HT Wind&Water Seal 11842.3 3. Roofing fasteners 4. Nonstructural metal 1st Coast Metal Roofing Supply Armour Loc 24397.5 roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1. Wood connector/anchor 2.Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11. Wall 12. Sheds 13. Other G.SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 • In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. Gre o *Contractor Nelson r / *Contractor Name (Print Name): g ry son Signature: *Company Name: *Mailing Address: Timberline Construction LLC *City: Jacksonville *State: FL *Zip Code: 32256 *Telephone Number: (904) 238-6775 *E mail Address: BuildTimberline@gmail.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 OFFICE COPY intertek Code Compliance Research Report Total Quality.Assured. CC R R-0299 Issue Date: 03-29-2019 tLQ_ ►✓1 *' Revision Date: 04-01-2019 Renewal Date: 03-29-2020 DIVISION:07 00 00—THERMAL AND MOISTURE PROTECTION Use as ignition resistant material under Sections Section:07 45 00—Fiber-reinforced Cementitious Panels 1405.1.1.1 and 707A.3(2) of the California Building Code REPORT HOLDER: 2.0 STATEMENT OF COMPLIANCE Nichiha USA Inc. 6465 E.Johns Crossing,Suite 250 The Nichiha AWP and Lap Siding recognized in this report Johns Creek,Georgia 30097 comply with the Codes listed in Section 1.1, for the properties www.nichiha.com stated in Section 1.2, and uses stated in Section 1.3, when installed as described in this report, including the Conditions REPORT SUBJECT: of Use stated in Section 6. NichihaTM Architectural Wall Panels(AWP)and Lap Siding 3.0 DESCRIPTION 1.0 SCOPE OF EVALUATION 3.1 Nichiha AWP and Lap Siding: The AWP and Lap Siding 1.1 This Research Report addresses compliance with the are used as exterior cladding. A description of the panels following Codes: and lap siding, their dimensions and their intended 2018, 2015,and 2012 International Building Code®(IBC) application,are in Table 2. 2018, 2015,and 2012 International Residential Code® (IRC) 4.0 PERFORMANCE CHARACTERISTICS 2017 Florida Building Code—Building(FBC)and Residential (FRC)(see Section 9) 4.1 Physical Properties: The AWP and Lap Siding have 2016 California Building Code—Building(CBC)and been tested in accordance with, and found to comply with, Residential(CRC) (see Section 9) the performance requirements of ASTM C1186, Type A, NOTE: This report references 2018 Code sections. Section Grade II. numbers from earlier editorial of the codes may differ. 4.2 Surface Burning Characteristics: The AWP and Lap Siding have a flame spread index of 0 and a smoke- 1.2 The Nichiha Fiber reinforced cement AWP and Lap developed index of 5, when tested in accordance with Siding described in this report have been evaluated for the ASTM E84. following properties(see Table 1): Physical properties 4.3 Ignition Resistance: The AWP and Lap Siding are Surface burning characteristics ignition resistant materials complying with CBC Section Ignition resistance 707A.3(2), and CRC Section R337.7, based on testing in Wind resistance accordance with SFM Std. 12-7A-1. Fire resistance 4.4 Wind Resistance: The maximum allowable wind 1.3 The Nichiha AWP and Lap Siding have been evaluated pressure for the AWP and Lap Siding is described in Tables for the following uses(see Table 2): 3,5,7,and 8. Use as an alternative to the exterior wall covering described in IBC Section 1403.10 and IRC Section R703.10 4.5 Fire Resistance: The minimum 5/8 in. thick AWP or Use on exterior walls permitted to be of Types I through Lap Siding, when applied over a loadbearing or IV construction nonloadbearing 1 hour fire-resistance rated base wall Use on exterior walls permitted to be of Type V assembly, will not reduce the fire-resistance rating of that construction wall assembly. l 1 f) 130 Derry Court• York• Pennsylvania • 17406 \�J/ ,M'fir ATTY intertek.com/building Intertek PCA-tot Version:6 April 2017 Code Compliance Research Report CCRR-0299 Page 2 of 12 5.0 INSTALLATION 6.2 When allowable wind speed is determined in accordance with Tables 3, 5, and 7, the allowable wind 5.1 General: The AWP and Lap Siding must be installed in speed must be equal to or greater than the design wind accordance with the Nichiha USA Inc. published installation speed calculated in accordance with the applicable Code. instructions,the applicable Code, and this Research Report. A copy of the manufacturer's instructions must be available 6.3 Use in Types I, II, Ill, or IV construction must be as on the jobsite during installation. described in Section 5.3. 5.2 Application: Under the IBC, the AWP and Lap Siding 6.4 Use in fire-resistance rated exterior wall construction must be installed over a water-resistive barrier complying must be as described in Section 5.4. with Sections 1403.2 and 1402.5, and must be attached as described for the specific assembly in Tables 3,5,and 7. 6.5 The Nichiha AWP and Lap Siding are produced under a quality control program with inspections by Intertek Testing Under the IRC, the AWP and Lap Siding must be installed Services NA, Inc. over a water-resistive barrier complying with Section R703.2. The AWP and Lap Siding must be installed as 7.0 SUPPORTING EVIDENCE described in Tables 3 and 5. 7.1 Reports of tests in accordance with ASTM C1186, 5.3 Use on Exterior Walls of Types I, II, III, and IV ASTM E84, ASTM E330, NFPA 268, NFPA 285, SFM Std. 12- Construction: When used on exterior walls of Types I, II, Ill, 7A-1,TAS 202,and TAS 203. or IV construction, the AWP assembly must comply with IBC Section 1402.5. Intertek Design Listing NUI/FRCP 30- 7.2 Data in accordance with applicable sections of ICC-ES 01, describes the AWP assembly tested and certified by Acceptance Criteria for Fiber Cement Siding Used as Intertek as complying with NFPA 285. Exterior Wall Siding (AC90), dated June 2012 (editorially revised September 2015). The AWP may be installed on buildings with a separation distance less than 5 feet in accordance with IBC Section 7.3 Intertek Listing Report "Nichiha Architectural Wall 1405.1.1.1, based on testing in accordance with NFPA 268. Panels (AWP)" on the Intertek Directory of Building Products. 5.4 Use in Fire-resistance Rated Wall Construction: The AWP and Lap Siding are permitted to be installed on the 7.4 Miami-Dade Checklist #0215 for fiber cement siding exterior of wall assemblies complying with ASTM E119. and soffits(Note#1),dated 08-01-17. The length of the fasteners utilized to attach the AWP Steel Clips to the framing,as described in Tables 3,4 and 8, must 7.5 Documentation of an Intertek approved quality control be increased by the thickness of the layers of the exterior system for the manufacturing of products recognized in fire-resistance rated wall construction. The length of the this report. fasteners utilized to attach the Lap Siding to the framing,as described in Tables 5, 6, and 8, must be increased by the 8.0 IDENTIFICATION thickness of the layers of the exterior fire-resistance rated wall construction. The Nichiha AWP and Lap Siding are identified with the Nichiha USA Inc. name and address, the product name, the 6.0 CONDITIONS OF USE Intertek Mark as shown below, and the Code Compliance Research Report number(CCRR-0299). 6.1 Installation must comply with this Research Report, the manufacturer's published installation instructions, and the applicable Code. In the event of a conflict, this report governs. 130 Derry Court•York • Pennsylvania • 17406 . intertek.com/building Intertek PCA-101 Version:6 April 2017 Code Compliance Research Report CCRR-0299 Page 3 of 12 CODE 9.2.2 Conclusion: The Nichiha AWP and Lap Siding, COMPLIANCE described in Sections 2.0 through 7.0 of this report, comply with the 2017 Florida Building Code—Building, and Florida us Building Code — Residential, subject to the following conditions: Intertek Use of the AWP and Lap Siding in Types I, II, Ill, or IV 9.0 OTHER CODES construction is as permitted in 2017 Florida Building Code — Building, Section 1406.2.1, when installed as 9.1 California Building Code(CBC): described in Section 5.3 Use of the AWP and Lap Siding for compliance with the 9.1.1 Scope of Evaluation: The Nichiha AWP and Lap High Velocity Hurricane Zone (HVHZ) provisions of the Siding were evaluated as an alternative exterior wall 2017 Florida Building Code — Building and the Florida covering for compliance with the 2016 CBC, Sections Building Code—Residential is described in Table 8 of this 1404.10, 1406.2.1.1,SFM Std 12-7A-1,and Chapter 7A. Research Report In HVHZ applications, the AWP and Lap Siding must be 9.1.2 Conclusion: The AWP and Lap Siding, described in installed over CBS construction or 5/8 in. (5-Ply) plywood Sections 2.0 through 7.0 of this report, comply with the supported by 2x studs or 2 x 6-18 gauge metal studs, 2016 CBC, subject to the conditions noted in Section 6.0 of spaced at 16 inches on center this report. Section numbers for the CBC — Building and Section numbers for the FBC — Building and Residential Residential correspond to the 2015 IBC and IRC section correspond to the 2015 IBC and IRC section numbers numbers. Intertek is a Florida State Product Evaluation Entity The AWP and Lap Siding are ignition resistant materials as permitted for use on exterior walls in CBC Section 10.0 CODE COMPLIANCE RESEARCH REPORT USE 707A.3(2),and CRC Section R337.7 When the AWP and Lap Siding are used in Types I, II, III, 10.1 Approval of building products and/or materials can or IV construction, the combustible wall coverings shall only be granted by a building official having legal authority comply with Section 5.3 in the specific jurisdiction where approval is sought. 9.2 Florida Building Code: 10.2 Code Compliance Research Reports shall not be used in any manner that implies an endorsement of the product 9.2.1 Scope of Evaluation: The Nichiha AWP and Lap by Intertek. Siding were evaluated as alternative exterior wall coverings for compliance with the 2017 Florida Building 10.3 Reference to the https://bpdirectory.intertek.com is Code — Building, Section 1404.10, Florida Building Code — recommended to ascertain the current version and status Residential, Section R703.10; and in accordance with of this report. TAS202 and TAS203, for application in High Velocity Hurricane Zones. This Code Compliance Research Report("Report")is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client.Intertek's responsibility and liability are limited to the terms and conditions of the agreement.Intertek assumes no liability to any party,other than to the Client in accordance with the agreement,for any loss,expense or damage occasioned by the use of this Report.Only the Client is authorized to permit copying or distribution of this Report and then only in its entirety,and the Client shall not use the Report in a misleading manner. Client further agrees and understands that reliance upon the Report is limited to the representations made therein. The Report is not an endorsement or recommendation for use of the subject and/or product described herein. This Report is not the Intertek Listing Report covering the subject product and utilized for Intertek Certification and this Report does not represent authorization for the use of any Intertek certification marks.Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material,product or service must first be approved in writing by Intertek. 130 DerryCourt • York • Pennsylvania • 17406 critroarr intertek.com/building T° Intertek PCA-101 Version:6 41112017 le Code Compliance Research Report CCRR-0299 Page 4 of 12 TABLE 1-PROPERTIES EVALUATED 2018 IBC 2018 IRC 2017 FBC- 2017 FBC- 2016 CBC 2016 CRC PROPERTY Section' Section' Building Residential Section Section Physical properties 1403.10 R703.10 1404.10 R703.10 1404.10 R703.10 Surface burning characteristics 1403.10 R703.10 1404.10 R703.10 1404.10 R703.10 Ignition resistant material 1405.1.1.1 NA 1406.2.1.1 NA 1406.2.1.1& R337.7 707A.3(2) Wind resistance 1404.16 R703.16 1405.16 703.1.2 1405.16 R703.3.1 Weather resistance 1403.2 R703.2 1404.2 R703.2 1404.2 R703.2 Types I and II construction 603.1(1) NA NA NA 603.1(1) NA Type III construction 602.3 NA NA NA 602.3 NA Type IV construction 602.4 NA NA NA 602.4 NA Types I-IV construction 1402.5 NA 1403.5& NA 1402.5 NA 1406.2.1 Installation over foam plastic 2603.5 NA 2603.5 NA 2603.5 NA insulation 'Section numbers may be different for earlier versions of the International (2015 and 2012)Codes. TABLE 2-NICHIHA ARCHITECTURAL WALL PANELS AND LAP SIDING DESCRIPTIONS Product Name Nominal Thickness Siding Dimensions(in.) Intended Use Description (in.) Empire Block Panel 5/8 Width: 18 Panel siding' Color: as listed in Length: 119-5/16 product literature Width: 18 Color Option: smooth Illumination Panel 5/8 Panel sidingt finish with designer- Length: 119-5/16 specified custom color Width: 18 + Color:as listed in Industrial Block Panel 5/8 Panel siding Length: 119-5/16 product literature Width: 18 Color Options: Ribbed Panel 5/8 Panel sidingt Mother of Pearl or Length: 119-5/16 Gunsmoke Width: 18 Color Options: RoughSawn Panel 5/8 Panel sidingt Expresso,Tobacco or Length: 119-5/16 Smoke Width: 18 Color Options: Bark, VintageWood Panel 5/8 Panel sidingt Cedar,Redwood or Length: 119-5/16 Ash CI 130 Derry Court•York • Pennsylvania • 17406 ALCRf oar intertek.com/building Intertek PCA-101 Version:6 April 2017 Code Compliance Research Report CCRR-0299 Page 5 of 12 TABLE 2—NICHIHA ARCHITECTURAL WALL PANELS AND LAP SIDING DESCRIPTIONS(cont'd) Product Name Nominal Thickness Siding Dimensions(in.) Intended Use Description (in.) Width: 18 : Color Options:Gray, Architectural Block Panel 5/8 Panel siding Length: 71-9/16 Mocha or Tuscan Width: 18 : Color Option: Canyon Brick Panel 5/8 Panel siding Length: 71-9/16 Shale Brown Cinder Block Panel 7/8 Width: 18 Panel siding$ Color Options:Gray or Length: 71-9/16 Brown Width: 18 : Color Option: Plymouth Brick Panel 5/8 Panel siding Length: 71-9/16 Crimson Color Options:Steel, Tuff Block Panel 5/8 Width: 18 Panel sidings Bamboo,Walnut or Length: 71-9/16 White Wash Width: 18Color Options: Vintage Brick Panel 3/4 Panel siding* Alexandria Buff or White Length: 71-9/16 Wash Color Options:smooth Width: 18 : Miraia 5/8 Panel siding high gloss finish in Snow, Length: 71-9/16 Glacier or Onyx Width: 18 Color Options:Autumn Sandstone Panel 3/4 Panel siding: Brown,Desert Beige or Length: 71-9/16 Gentle Gray Color Option:smooth Width: 18 Illumination Panel 5/8 Panel siding finish with designer- Length: 71-9/16 specified custom color VintageWood Panel 5/8 Width: 18 Panel siding$ Color Options: Bark, Length: 71-9/16 Cedar,Redwood or Ash Primed only or Width:8-7/8 * Color Options: Sierra Premium Shake Board 1/2 Length: 112 Lap Siding Maple,Charcoal,Smoke, or Mahogany Savannah Smooth Board 1/2 Width:6 1/4,7 1/4,8 1/4 Lap Siding* Primed only Length: 112 *Panels may be installed in either a vertical or a horizontal orientation. *Panels and lap siding must be installed in a horizontal orientation only. 130 Derry Court•York • Pennsylvania • 17406 hi CAMP m �V7.1V� intertek.com/building Intertek PCA-101 Version:6 April 2017 ei Code Compliance Research Report CCRR-0299 Page 6 of 12 TABLE 3 —ARCHITECTURAL WALL PANEL DESIGN LOADS FOR NEGATIVE ASTM E330 TRANSVERSE LOA D5'6 Nominal Required Minimum Clip Allowable Panel Panel Required Clip Fastener Thickness Orientation Tested Framing Material System3,4 Fasteners into Design Pressure Withdrawal (in) Framing7 (psf) Capacity(lbs)1,2 18-ga Steel Studs JEL778 Steel Clip 16 in spacing 58.0 145.1 Horizontal 16-ga Steel Studs JEL778 Steel Clip 16 in spacing 72.6 181.5 2 x 6 D.F.Studs JEL778 Steel Clip 16 in spacing 63.6 158.9 7/16-in APA Rated OSB JEL778 Steel Clip 4 equally spaced 57.6 63.0 5/8 screws per clip 16-ga Steel Studs(18 in 4 equally spaced Vertical o.c.)5/8-in Glass Mat JEL778 Steel Clip screws per clip 92.9 101.6 Gypsum Sheathing 2 x 6 D.F.Studs JEL778 Steel Clip 4 equally spaced 89.5 97.9 3/4-in APA Plywood screws per clip 3/4 Horizontal 18-ga Steel Studs JEL788 Steel Clip 16-in spacing 58.0 145.1 7/8 Horizontal 18-ga Steel Studs JEL 788 Steel Clip 16-in spacing 58.0 145.1 Notes: 1.The required fastener withdrawal capacity is based upon 18-inch deep panels and the corresponding clip/fastener spacing. The calculated value indicates the fastener withdrawal capacity required to ensure the full siding capacity is utilized. Any fastener to frame/sheathing combination that meets the required fastener withdrawal capacity,has a minimum head diameter of 0.375-in,and has a minimum shank diameter of 0.134-in may be used to anchor the clip system to the wall. 2.The required fastener withdrawal capacity may be reduced by the ratio of the Actual Design Pressure to the Allowable Design Pressure: Reduced Required Withdrawal Required Withdrawal Capacity Actual Design Pressure Capacity (from Table 2) X Allowable Design Pressure 3.Refer to Table 4 for Nichiha Clip System Descriptions. 4.Refer to Fig.1 through Fig.4 for Nichiha Clip System Details. 5.Vertical panel installation is valid for 119-5/16-in VintageWood,RoughSawn,EmpireBlock,IndustrialBlock,Ribbed,and Illumination product only. 6.Reference Nichiha Installation Guidelines for proper installation procedure. 7.Values for horizontal clip spacing are based on a minimum of 2 fasteners per clip. Values for vertical clip spacing are based on a minimum of 4 fasteners per clip. TABLE 4—CLIP SYSTEM SUMMARY1.2'6 Nominal Panel Panel4 Rainscreen Starter s Thickness(in) Orientation Clip System Gap(mm) Track Panel Clip Part No. Material3 ThMini us(in) 5/8 Horizontal JEL778 Steel Clip 10 FA700 JEL778 AISI/SAE 1015 0.047 Vertical JEL778 Steel Clip 10 FA710T JEL778 AISI/SAE 1015 0.047 3/4 Horizontal JEL788 Steel Clip 10 FA700 JEL788 , AISI/SAE 1015 0.047 7/8 Horizontal JEL788 Steel Clip 10 FA700 JEL788 AISI/SAE 1015 0.047 Notes: 1.Clip systems shall be used with the corresponding panel thickness and orientation show in Tables 3 and 8 of this CCRR. 2.Fasteners must have a minimum head diameter of 0.375-in.,minimum shank diameter of 0.134-in.,and be capable of resisting the withdrawal requirements indicated in Table 3 of this CCRR. 3.All starter tracks and panel clips are manufactured using AISI/SAE 1015(or better) steel with a minimum yield strength of 27,500 psi and minimum tensile strength of 50,000 psi. 4.The starter track steel has a Galvalume`"coating. 5.The panel clip steel has a ZAM.coating consisting of zinc,aluminum and magnesium. IFIZ 130 DerryCourt •York• Pennsylvania • 17406 �;r 131) y intertek.com/building T Intertek PCA-101 Version:6 April 2017 a Code Compliance Research Report CCRR-0299 Page 7 of 12 JEL778 Ja788 26"(.660mm) Clip Fac. 1_, 1J u u u u u u u u 11111,f 1 .... 40m.I I 18mm • • • • • • • • • Clip Bottom l 50mn 60mm Joint Tab Attachment —Al 778 SECTION —JEL 788 SECTION (For ABP-1818 only) —0 Sheet Ste, Ih i Danes 'w :I.aRI 116''%} } 'I .in ri.ia strenrtn 7l,soo Dsi Ilfl .in. Tgfsile S[r mgth.50.000 qi BP 7 Steel Mti-Care. Coetint.LW 9amm Kai nu dam:V MOW brreN•msW.DI butt t 4191.�d M PIP-11111 I E_�`� �� luta.e, N,• ` u Nichiha AWP Clips JEL778 and JEL788 Batch clip to appropriate panel thickness per Nichiha installation and product literature Figure 1—Panel Clip Details 10mm [-318"] 15mm [-9/16"] l20mm I j [-13/1 6"] --....--.. Double Flange Sealant Backer Single Flange Sealant Backer Figure 2 -Sealant Backer Details 0 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek 1,,A Veryo 1:b r'prii 2l}1I Code Compliance Research Report CCRR-0299 Page 8 of 12 5/16- 10.-0. [amm; If-[30,30mmj mo- - . . 1 3/16" f [30mm] FA700 10MM STARTER TRACK 3.030mm 30mm [10 feet nominol] (1-3/161 i 20mm [13/161 FA710T VERTICAL STARTER TRACK - 10MM Figure 3 -Starter Track Details H 2„ ----— I I I Ilii di 11.�..-..._ 1/8" 1/5" 47-1/4" --- 2•• 2/5" I 1 5/16" 10mm Shim (FS1010) (Plastic) 5mm Shim (FS1005) Figure 4 - Corrugated Shim Details ® 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building ,, ,, Intertek 1.. Version.b April 2017 Cin) Code Compliance Research Report CCRR-0299 Page 9 of 12 TABLE 5-DESIGN LOADS FOR NEGATIVE TRANSVERSE WIND LOAD(SIERRA SHAKE&SAVANNAH SMOOTH)1'5,8 Effective Fastener Adjusted ASCE 7-05 Basic ASCE7-10 Siding Siding Building Wind Speed(3s Ultimate Wind Siding Face/ Spacing(in) Framing Allowable 3 a Fastener Fastener 9 Height Gust) Speed(3s Gust) Type Blind Type Pressu�e (Corner)6 (Field)6 Horizontal Vertical (psi (ft) Exp Exp Exp Exp Exp Exp BCDBCD 15 100 91 -- 129 117 106 6d Ring 20 100 88 -- 129 117 104 Shank DF @ 25 100 86 -- 129 111 102 #8-18 ROCK- Double HD Blind 16 8.875 16"o. c. -24.0 30 100 -- -- 129 109 100 ON'"Screws MAZE Coil &7/16" OSB 40 96 124 106 Nail 50 93 -- -- 120 103 -- 60 91 -- -- 117 101 -- 15 143 130 118 185 168 152 20 143 126 115 185 163 149 DF @ 25 143 124 113 185 160 146 #8-18 ROCK- #8-18 ROCK- Blind 16 8,875 16"o. c. -49.4 30 143 121 111 185 156 144 ON'"Screws ON'"Screws &7/16" OSB 40 137 118 109 178 152 140 50 133 115 106 172 148 137 60 130 113 105 168 146 135 15 132 120 109 170 154 140 Double HD 20 132 116 106 170 150 137 9"Sierra #8-18 ROCK- MAZE 1D25 25 132 114 104 170 147 135 Premium Asphalt& Blind 8 8.875 -41.8 30 132 111 102 170 144 132 Shake' ON'"Screws Fiberglass &OSB 40 126 108 100 163 140 129 Shingle Nail 50 123 106 98 158 136 126 60 120 104 96 154 134 124 15 170 168 153 210 210 197 20 170 163 149 210 210 192 DF @ 25 170 160 146 210 206 189 #8-18 ROCK- #8-18 ROCK- 16"o.c. ON'"Screws ON'"Screws Blind 8 8.875 &7/16" -82.6 30 170 157 144 210 202 186 OSB 40 170 152 140 210 196 181 50 170 148 137 210 192 178 60 168 146 135 210 188 175 15 170 170 170 210 210 210 #7 #7 20 170 170 170 210 210 210 PrimeGuard PrimeGuard DF @ 25 170 170 170 210 210 210 SS SSFace 16 8.875 16"o.c. -179.1 30 170 170 170 210 210 210 Trim/Finish Trim/Finish &7/16" Grip Rite Grip Rite OSB 40 170 170 170 210 210 210 Screw Screw 50 170 170 170 210 210 210 60 170 170 170 210 210 210 Notes: 1.Sierra Premium Shake and Savannah Smooth fiber-reinforced cement lap siding may only be installed on vertical walls. 2.Allowable pressures and wind speeds shown for 9"Sierra Premium Shake may be used to validate installations of 6-1/4",7-1/4"&8-1/4"Savannah Smooth installed with the same fastening/framing configuration shown in Table 5. 3.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(GCpi) equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170 mph. 4.ASCE 7-10 Basic Wind Speeds are based upon wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(GCpi)equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210 mph. 5.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 6.Fastener specifications for those used in testing are outlined in Table 6 of this CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 7.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 8.Framing and bracing are beyond the scope of this evaluation report. 9.DF(Douglas Fir)framing material. OD130 Derry Court•York • Pennsylvania • 17406 ,Ckr DIM intertek.com/building ° Intertek PCA-101 Version:6 April 2017 • e Code Compliance Research Report CCRR-0299 Page 10 of 12 TABLE 6—SPECIFICATIONS OF TESTED FASTENERS FOR SIERRA PREMIUM AND SAVANNAH SMOOTH LAP SIDING Minimum Head Shank Fastener Fastener ' nSiding Fastener L,. h Diameter Diameter Material" Siding Type Penetration Withdrawal (in) (in) into Material Value(lbs) (in) . 6d Ring Shake Double HD OF w/7/16" Sierra Premium or MAZE Coil Nail 2 0.233 0.105 OSB Savannah Smooth 14/2 61.5 (Blind) Double HD MAZE Asphalt Sierra Premium or &Fiberglass Shingle Nail 1-3/4 0.365 0.125 7/16"OSB Savannah Smooth 7/16 21.3 (Blind) DF w/7/16" Sierra Premium or OSB Savannah Smooth 1-1/8 207.8 #8-18 ROCK-ON''Screws 1-5/8 0.395 0.162 (Blind) Sierra Premium or 7/16"OSB Savannah Smooth 7/16 80.8 (Blind) #7 PrimeGuard SS Trim/Finish DF w/7/16" Sierra Premium or Grip Rite Screw 2.25 0.233 0.151 OSB Savannah Smooth 1-1/4 215.2 (Face) Notes: 1.DF(Douglas Fir)framing material is assumed to have a Specific Gravity of 0.5 or greater. 2.OSB sheathing material is assumed to have a Specific Gravity of 0.5 or greater. 3.Alternative fasteners must meet the minimum head and shank diameters listed in Table 6. The required length and withdrawal capacity shall be determined by the design professional of record in accordance with the requirements of Table S. TABLE 7—WIND SPEED SUMMARY TABLE FOR PRE-ENGINEERED METAL BUILDING(PEMB) INSTALLATION1,4'6,7,6 Adjusted ASCE 7-05 Basic Wind Speed-3s ASCE7-10 Ultimate Wind Speed-(3s Steel Allowable Adjusted Building Gustz(mph))2 Gust3(mph) Siding Desi n Load per Height Thickness Presure (psf) Fastener(lbs) (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 114 104 94 147 134 122 20 114 101 92 147 130 119 24ga 25 114 99 90 147 127 117 (0.02231 -31.41 75.57 30 114 97 89 147 125 115 40 110 94 87 142 121 112 50 106 92 -- 137 118 -- 60 104 90 -- 134 116 -- 15 128 116 105 165 150 136 20 128 113 103 165 145 133 22ga 25 128 110 101 165 142 130 (0.0286") -39.29 94.54 30 128 108 99 165 139 128 40 123 105 97 158 135 125 50 119 102 95 153 132 122 60 116 101 93 150 130 121 Notes: 1.Nichiha AWP may only be installed on vertical wall and tabulated values are only valid for PEMB installations over 22ga or 24ga 50ksi steel siding with#10-16x 1"Pan Head S/D Screws and JEL777,778,787&788 Steel Clips. Fasteners shall be installed at each steel siding rib not to exceed 12"on center. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II, a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(GCpi) equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170 mph. 3.ASCE 7-10 Basic Wind Speeds are based upon wind directionality factor(Kd)equal to 0.85, an internal pressure coefficient(GCpi)equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210 mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 6.Framing and bracing are beyond the scope of this evaluation report. 7.Deflection of the metal siding shall not exceed the limit of L/120. 8,Refer to Figs.1 through 6 for Nichiha Clip System Details. ® S 130 Derry Court • York • Pennsylvania • 17406 v:rarMS intertek.com/building ^"° '~^ Intertek PCA-101 Version:6 April 2017 101 Code Compliance Research Report CCRR-0299 Page 11 of 12 .7.-- --7-.....7.-.-- -,...- .."......T......- == --.. -........-,- ....- .......... ..... ....... = _._.r,-.- - - - - I . '4.7V....f...1*:.., . ' li 1 • Figure 5 -Typical Installation Over PEMB Metal R-Panel . . _ ,-.-......, R-PANEL IttSTALLATION ••• ti\ A. . - tCHIHA PANEL A _...._..... 1 •41 I ...•' 44- NICHINA ULTIMATE CUP .44: yr F kSTENED 4:Ig 12"0 C t-r.. ..-- - INSULATION -------- I,..".. r ..... t I I 1 PENT PANEL-WALL SECT ION Figure 6 -Typical PEMB Panel Wall Section II) 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek Verslon.6 Api,I 2U 1, Code Compliance Research Report CCRR-0299 Page 12 of 12 TABLE 8-DESIGN LOADS FOR NEGATIVE TAS 202 AND TAS 203 TRANSVERSE LOAD(FLORIDA BUILDING CODE)1 Siding Type and Required Allowable Panel Tested Framing Nominal Orientation Materials,�,a Fastening Fasteners and Fastening Design s Thickness Method Pressure(psf) (in) 1-#10 x 1-1/4"long pan head 2 x 6 D.F.Studs 16"o.c. JEL778/788 Steel 3 Architectural Horizontal 5/8-in APA Plywood Clip9 screw through plywood into 95 Wall panel each stud pan head 5/8" z 2 x 6 D.F.Studs 16"o.c. JEL778/788 Steel 4-#10 x 1-1/4"long3 Vertical 5/8 in APA Plywood Clip9 screw per clip @ 6-1/2"o.c to 85 plywood only 9"Sierra 1#7 Grip Rite PrimeGuard Max Premium Horizontal 2 x 6 D.F.Studs 16"o.c. Blind SS Screw b through top edge of 554 Shake Lap 5/8-in APA Plywood plank through plywood into Siding 1/2" wood framing 9"Sierra 1#7 Grip Rite PrimeGuard Max Premium Horizontal 2 x 6 D.F.Studs 16"o.c. Face SS Screw b through bottom edge 110" Shake Lap 5/8-in APA Plywood of plank through plywood into Siding 1/2" wood framing Notes: 1.Architectural Wall Panels,Sierra Premium Shake and Savannah Smooth fiber-reinforced cement Lap Siding may only be installed on vertical walls. 2.Vertical panel installation is valid for 119-5/16-in VintageWood,RoughSawn,EmpireBlock,IndustrialBlock,Ribbed,and Illumination product only. 3.Allowable pressures for 5/8" thick Architectural Wall panels may be used to validate installations of 3/4" and 7/8" thick panels installed with the same fastening/framing configuration shown in Table 8. 4.Allowable pressures shown for 9"Sierra Premium Shake may be used to validate installations of 6-1/4",7-1/4"&8-1/4"Savannah Smooth Lap Siding installed with the same fastening/framing configuration shown in Table 8. 5.The values in this table are based on testing per TAS 202 and TAS 203 and represent the allowable capacity of the siding to resist the specified wind pressures. 6.Fastener Head Diameter 0.232",shank diameter 0.118",and length of 2-1/4". These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 7.Framing and bracing are beyond the scope of this evaluation report. 8.DF(Douglas Fir)framing material. 9.Refer to Figs.1 through 4 for Nichiha Clip System Details. 130 Derry Court• York • Pennsylvania • 17406 �:r:® intertek.com/building Intertek PCA-,o, Version:6 April 2017 OFFICE COPY intertek Code Compliance Research Report Total Quality.Assured. CC R R-0258 Issue Date: 10-31-2016 I a'^ Revision Date: 10-19-2018 Renewal Date: 10-31-2019 DIVISION:07 00 00-THERMAL AND MOISTURE PROTECTION Use on exterior walls permitted to be of Type V Section:07 45 00—Fiber-reinforced Cementitious Panels construction. Use on walls required to be of fire-resistance-rated REPORT HOLDER: construction. Nichiha USA Inc. 6465 E.Johns Crossing,Suite 250 2.0 STATEMENT OF COMPLIANCE Johns Creek,Georgia 30097 www.nichiha.com The NichiProductsTM siding products recognized in this report comply with the Codes listed in Section 1.1,for the properties REPORT SUBJECT: stated in Section 1.2, and uses stated in Section 1.3, when NichiProductsTM Fiber-Cement Siding Products installed as described in this report, including the Conditions of Use stated in Section 6. 1.0 SCOPE OF EVALUATION 1.1 This Research Report addresses compliance with the 3.0 DESCRIPTION following Codes: 3.1 NichiProductsTM Fiber Cement Siding Products: 2018, 2015,and 2012 International Building Codes(IBC) 2018, 2015, and 2012 International Residential Codes The siding products are used for lap and panel siding. A (IRC) description of the siding products, their dimensions and 2017 and 2014 Florida Building Code—Building(FBC)and their intended application is in Table 2. Residential (FRC)(see Section 9) 2016 and 2013 California Building Code—Building(CBC) 4.0 PERFORMANCE CHARACTERISTICS and Residential(CRC) (see Section 9) 4.1 Physical Properties: The siding products comply with NOTE: This report references 2018 Code sections. Section ASTM C1186, Type A, Grade II, in accordance with IBC numbers in earlier editions may be different. Section 1403.10[1404.101 and IRC Section R703.10. 1.2 The NichiProductsT" siding products described in this 4.2 Wind Resistance: The maximum allowable wind report have been evaluated for the following properties(see pressure for each of the siding products is described in Table 1): Tables 3,4,5 and 6. Physical properties Wind resistance 4.3 Surface Burning Characteristics: The siding products Surface burning characteristics have a flame spread index of 0 and a smoke-developed index Noncombustibility of 0,when tested in accordance with ASTM E84. Weather protection Fire-resistance-rated construction 4.4 Noncombustibility: The siding products are noncombustible building construction materials complying 1.3 The NichiProductsT" siding products have been with IBC Section 703.5 as determined by testing in evaluated for the following uses(see Table 1): accordance with ASTM E136. Use as an exterior wall covering in accordance with IBC Section 1405.16 and IRC Section R703.10. 4.5 Weather Protection: Siding products are installed in Use on exterior walls in Types I, II, Ill, and IV construction accordance with Section 5.2 of this report. 130 Derry Court •York • Pennsylvania • 17406 1:21 intertek.com/building nccaroTEu Intertek PCA-101 Version:6 April 2017 Code Compliance Research Report CCRR-0258 Page 2 of 24 4.6 Fire-resistance-rated Construction: Fire-resistance- 6.4 The NichiProductsTM siding products are produced rated construction is outside the scope of this report. under a quality control program with inspections by Intertek Testing Services NA, Inc. 5.0 INSTALLATION 7.0 SUPPORTING EVIDENCE 5.1 General: The siding must be installed in accordance with the Nichiha 7.1 Reports of tests in accordance with ASTM C1186,ASTM USA Inc., published installation instructions, the applicable E84,ASTM E136,and ASTM E330. Code, and this Research Report. A copy of the 7.2 Data in accordance with the ICC-ES Acceptance Criteria manufacturer's instructions must be available on the jobsite for Fiber Cement Siding Used as Exterior Wall Siding(AC90), during installation. dated June 2012(editorially revised September 2015). 5.2 Application: 7.3 Intertek Listing Report "Nichiha NichiProductsTM Fiber Under the IBC, the siding products must be installed over a Cement Siding Products" on the Intertek Directory of water-resistive barrier complying with Sections 1403.2 Building Products. [1404.2] and 1402.5 [1403.5] and must be attached as described for the specific assembly in Tables 3,4,5,6 and 7. 7.4 Documentation of an Intertek approved quality control system for the manufacturing of products recognized in this Under the IRC, the siding products must be installed over a report. water-resistive barrier complying with Section R703.2. Lap siding and panel siding may be installed as described in Table 8.0 IDENTIFICATION R703.3(1), for areas in which the design pressure does not exceed 30 psf and the mean roof height does not exceed the The NichiProductsTM siding products are identified with the limits in Table R703.3.1,or as described in Tables 3 through Nichiha USA Inc., name, and address, the product name, the 6. For conditions that exceed these limits, the panels must Intertek Mark as shown below, and the Code Compliance be installed as described in Table 8. Research Report number(CCRR-0258). 6.0 CONDITIONS OF USECODE COMPLIANCE 6.1 Installation must comply with this Research Report,the manufacturer's published installation instructions, and the applicable Code. In the event of a conflict, this report governs. Intertek 6.2 When allowable wind speed is determined in CCRR-0258 accordance with Table 3,the allowable wind speed must be equal to or greater than the design wind speed calculated in accordance with the applicable Code. 9.0 OTHER CODES 9.1 California Building Code 6.3 When the wall construction includes a combustible water-resistive barrier and is required to be of Type I, II, III, 9.1.1 Scope of Evaluation: or IV construction, use of the siding products is limited to a maximum 40 feet in height above grade plane except under The NichiProducts' siding products were evaluated for the 2018 [2015] IBC where data has been presented to the compliance with the 2016 and 2013 California Building Code, building official demonstrating compliance with the including Chapter 7A. The siding products are Exception to Section 1402.5 [1403.5]. noncombustible materials as defined in CBC Section 202 and as permitted for use on exterior walls in CBC Section 707A.3. 130 Derry Court • York • Pennsylvania • 17406 At; ® intertek.com/building w4=4°. Intertek PCA-101 Version:6 Apn 2017 • 101 Code Compliance Research Report CCRR-0258 Page 3 of 24 9.1.2 Conclusion: Use of the siding product for compliance with the High- The siding products,described in Sections 2.0 through 7.0 of Velocity Hurricane Zone provisions of the 2017 and 2014 this report, comply with the 2016 and 2013 California Florida Building Code— Building and the Florida Building Building Code,subject to the conditions noted in Section 6.0 Code—Residential has not been evaluated and is outside of this report. Section numbers for the CBC— Building and the scope of this Research Report. Residential correspond to the 2015 IBC and IRC section Section numbers for the FBC — Building and Residential numbers. correspond to the 2015 IBC and IRC section numbers. Intertek is a Florida State Product Evaluation Entity. 9.2 Florida Building Code 9.2.1 Scope of Evaluation: 10.0 CODE COMPLIANCE RESEARCH REPORT USE The NichiProductsTM siding products were evaluated for 10.1 Approval of building products and/or materials can compliance with the 2017 and 2014 Florida Building Code only be granted by a building official having legal authority — Building, Florida Building Code — Residential and in the specific jurisdiction where approval is sought. Florida Building Code — Energy Conservation. 10.2 Code Compliance Research Reports shall not be used 9.2.2 Conclusion: in any manner that implies an endorsement of the product by Intertek. The siding products described in Sections 2.0 through 7.0 of this report, comply with the 2017 and 2014 10.3 Reference to the https://bpdirectory.intertek.com is Florida Building Code — Building, Florida Building Code — recommended to ascertain the current version and status of Residential and Florida Building Code—Ener this report. Energysubject to the following conditions: This Code Compliance Research Report("Report")is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client.Intertek's responsibility and liability are limited to the terms and conditions of the agreement.Intertek assumes no liability to any party,other than to the Client in accordance with the agreement,for any loss,expense or damage occasioned by the use of this Report.Only the Client is authorized to permit copying or distribution of this Report and then only in its entirety,and the Client shall not use the Report in a misleading manner. Client further agrees and understands that reliance upon the Report is limited to the representations made therein. The Report is not an endorsement or recommendation for use of the subject and/or product described herein. This Report is not the Intertek Listing Report covering the subject product and utilized for Intertek Certification and this Report does not represent authorization for the use of any Intertek certification marks.Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material,product or service must first be approved in writing by Intertek. 130 Derry Court •York • Pennsylvania • 17406 ; intertek.com/building Intertek PCA-tot Version;6 April 2017 • el Code Compliance Research Report CCRR-0258 Page 4 of 24 TABLE 1 —PROPERTIES EVALUATED 2018 and 2018 and 2017 and 2017 and 2014 2016 and 2013 PROPERTY 2015 IBC 2015 IRC 2014 FBC - FBC—Residential CBC SECTION' SECTION' Building Physical properties 1403.10 R703.10 1404.10 R703.10 1404.10 [1404.10] Surface burning characteristics 1403.10 R703.10 1404.10 R703.10 1404.10 [1404.10] Noncombustibility 703.5 NA 703.5 NA 202, 703.5 Wind resistance 1404.16 R703.16 1405.16 703.1.2 1405.16 [1405.16] Weather resistance 1403.2 R703.2 1404.2 R703.2 1404.2 [1404.2] 1 Section numbers may be different for earlier versions of the International and Florida Codes. TABLE 2—NICHIHA SIDING DESCRIPTION Product Name Nominal Siding Dimensions Intended Use Description Thickness (in.) Width: 5.25, 6.25, 7.25, Smooth or Cedar NichiBoardTM plank 5/16 8.25,9.25 and 12 inches Lap siding finish Length: 12 feet 4 feet by 8 feet Cedar, Smooth, NichiPanelTM sheets 5/16 4 feet by 10 feet Panel siding Stucco and feet by 12 feet Grooved-8-in.-oc- 4Cedar finish NichiStraightTM and 16 inches wide by 4 foot Designed to look like NichiStaggered TM lap 5/16 Lap panel siding individual cedar panels long shakes Width:6.25, 8.25 and 12 Designed to look like NichiShakeTM cladding 5/16 inches Lap shingle siding individual cedar Length: 18 inches shakes 12, 16 inches wide by 12 Vented or NichiSoffitTM 1/4 feet long; Soffit Nonvented; Smooth 24, 48 inches wide by 8 feet or Cedar finish long I:130 Derry Court •York • Pennsylvania • 17406 AC intertek.com/building Intertek PCA-101 Version:6 April 2017 ro Zw ZN w n N F iJ a = 0! = 6.Y..! 7 0 . 5 d N N N ii i eD N O r —1 V m zm N a OZ) d a F 0 o j (D CD CD OT) w 0 _ = m p a. v O = (D (D N N w 0 m m 3 3 n 0 0 r" 'a 0 — d 0! M m m a 7 'a ° n (A A 1-1 51 mO( D w O 0 a Z in -1 = (D CEJ A - m A - m > o� 0 A) f1 '. n O oBm < z C m m (D 3 y m -I fD ((DD • CD 'C 0 n rn rn m N a P1 0 6 773 VI CA Cn (n T C 0- = ,mi o m o m v 3 O 3 m NJ 2 < a t!1 �• D1 N W W v A 'U 10 v O O W ()1 W m m .d N f D) 41 A — O O (T (n N a, .�N 7 a a • aS N 1"1 z V 0 0 0) (n A W N N -+ 0) 0) A W N N -3 0) 0) A W N CJ --30) 0) A,C.) N N -3 0) CA A CO N N -+ m (n A W N N -+ C C ? 01 Ooommo(n000O0o (n0 oo0 (n0m Ooo0 (noC) o ooOCJ 0Q 0o00 (n0 (n =� a W � 9 0 fQ.. 0 " O O O O O ., -+ N N j N W W A A A A A 0 0 m m V V V V J W W W A A A A a -" a O N (n CO (D (O (O O N m -3 -+ N CT 0 O) O) O) O) 0) CO N J V J V N 0) 0 0 0 0 0 0 W W W W W W g p, m 3 N b i i i W 0,..- 00, - . . ... , . . , .. ..) . . ,, ,. .. . . — . . . . . — ... , „.„...., . . — . . .. . . - - - .. . . . 0 . . . . .. .. .. . . . . " - - " ...„„ OO - C p r r . xNi i i i IW0DOOO - - - - - WWW . DO0 » 0N Vo00 - NVCAWWWWAAA00o OmWOW0JO OO ( mO - WW f v AC ; N N N N N A A CT 0) 0) U (P V V W OD W W W W A A th 0) 0) 0)-�- � (O 0 N N N N N N 0 V V W W W W y 3 n A) m W N V V V V N 0) O m m m m -� 0, O W W W W J -, 0) -� 0 0 0 0 0 0 W N W (n (T 0) OC ' • • iII,' O - , NNNWWWAAU. 0) nmmJ -+ NNNWWWWWWODOOAATTmmm C. U 7Ii1 WONm . 0WN0WNWA (0NmD - A-+ A - AOOIDWDmWNmOWWm 0 c , , t I - - - - . , - . . JJJJ . 0) Nti N0 -3Am N A 0) 03 -3 W 0) (O 0 N 0) CO -3 Cr 0 N A V CO U N CT 0 CT V 0 A 0) CD W 0 400 Z N IF: (1° ) „ , .. N m0rJ CDNQN o.< N oa La 7....w m 77 c a d n13 3 R. 3 co 9 !n -• - d r) N Qo2 T O coQ = 3 m fD c 5 D C ! o m A n m O 03 m CO T 3 7 co a m n13 m _ a a) n w _ d O O N N 3 W fD JJ 0 m A m A I) in T O 1 N N = n d = = 73 tiu+ u) v, u+ v, u) T � C fD el x- tri r1 -co en rniv o N m rniv iv m °- � � cNiiv N - n _Z r+ Om o ti No Om to O to • n rln 3 m G� m O m G7 T W m T 0 -4 O m 3 CD D - y - y � � � � 17 3 ED 73 73 C cr 30 . 0 N �n 0_ u _a. < w00 N cocn W N CT DC D 3 o J O m 3 CT O A CT -' Co A C 0. £ k (V' J O to d SU 7 Q • Nm 3C- C . - - - -...„1 A 03 A m U A W N N -+ m a A W N N -. m a A W N N -+ m CT A W N N -+ m a A W N N - m m A W N N -+ O) a A W N N S c J Q 0 0 0 0 Cn O CT O O O O (T O CT O O o 0 CT O m O O O O CT O CT O O O O (T O a 0 0 0 0 CT O m O O O O (T O O) CT A W N N A = at o, O O O O CT O U' �CC a = 5' • •• , ..CO 0 .. o O O O O J J J J J V J J J J J J J J -• U' N N N N N cmO N N N N W A A CT CT Cn m O o o U' U' -• U N N W W W W C 2 w J J J v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w m om a a m o N J w w w w w m m w w w w m m m w w w w �p a 0 . . . . . . . . _ . . _ co m _ _ _ _ _ _ _ _ _ _ -• _ _ _ _ _ _ _ -' -' -' m b V x m m O N A V m U' CD m m J J J J J J J J J O 0000 -L -, N N N N W W W CO CO O CO 00 0 O 0 C A O W m CD A m 0 0 0 0 0 0 0 o O m o N CT m O W o N CT CO N CT CD m �'') m m O W -' W CT J O W CT CO (� a (r m m A A A CT CT O m J J J J J J J w W '4") 00 -. -. -. -. N N N m CO O COCO 0 CO O CD 0 0p 0 2 C1 N A V A m o O o o O o O O --"Dow N CO m CO -, W m m J 0 _. W CT m 0-0, -13 N N N m N N N N N N N•N N N - - - -+ - . . . . . .. -+ -. --. -+ -. . . . . . . . - - -+ CC - � 0)) N N W CO W co W -+ -o- -,. - -+ -. - A CTCT m m m CO O J m m CD O O CO W W A A A A A (T (T m m m m m (') ag U) m N m m m m 0 0 0 0 0 0 0 O 0 0 0 O 0 0 m O A -+ -• - - m -+ A CO CO CO CO CO W CO J J J J N m O m m m m W J N CO m CO CO CO a m fp V O S; O - - A N N CO o O � N.. -, -L N) m w w w r r r r _. D N N W W W A A O O (T (n m m J J J U' N) N N N N W -” " " -" -' f " 428 d)'^ CO W J O N m J m 0 0 0 0 0 0 0 0 0 0 0 J CD N m O N m CT m CT m N J O A CD m J O w m Co N w w w A A A CT a O 0 - - _ W (T CO N m (D W (7_ C - N N N N N.) No . . . . . -` -` -` -` -" . . . . . . . -' m 'V NJ O O -• --• co co Co Co CO O O -+ N N N co W A A A co, m (T CO O O -. --+ --. N -' -' "' -' J 13 I (1, B 3 J CD -,. A W m 0 U) m N J 0 0 0 0 0 o O m CO N) an V O W A m CO CO m CO W J m - CO (T J 0 N N N W W W W CO m m -, CO m CO C) ,., N 101 Code Compliance Research Report CCRR-0258 Page 7 of 24 Table 3 - Continued (NichiBoardTM Plank)l 47 Effective Fastener Spacing Allowable Building ASCE 7-05 Basic ASCE 7-10 Ultimate Framing s 3 Siding Type Siding Fastener Face/Blind Frame/Horizontal Field(in) Type Design Height Wind Speed(MPH) Wind Speed(MPH) (in) YP Pressure(psf)b (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 133 121 110 172 156 142 20 133 117 107 172 152 138 25 133 115 105 172 148 136 SPF -42 7 30 133 113 103 172 145 134 40 128 109 101 165 141 130 50 124 107 99 160 138 128 16 25 60 121 105 97 156 135 126 15 166 150 136 210 194 176 20 166 146 133 210 188 172 25 166 143 131 210 184 169 HE: -66 0 30 166 140 129 210 181 166 40 159 136 125 205 175 162 50 154 133 123 199 171 159 60 150 130 121 194 168 156 Face 15 109 99 90 140 127 116 20 109 96 88 140 124 113 25 109 94 86 140 121 111 7.25" 6d Double HD SPF -28 4 30 109 92 -- 140 119 109 NichiBoard'" MAZE Coil Nail 40 104 89 -- 135 115 106 50 101 87 -- 130 112 -- 60 99 86 -- 127 110 -- 24 725 15 - 135 123 111 175 158 144 20 135 119 109 175 154 140 25 135 117 _ 107 175 151 138 Df -440 30 135 114 105 175 147 136 40 130 111 102 167 143 132 50 126 108 100 , 162 140 130 60 123 106 99 158 137 128 15 104 95 86 135 122 111 20 104 92 -- 135 119 108 25 104 90 -- 135 116 106 Blind 15 5 25 SPF -26 1 30 104 88 -- 135 114 -- 40 100 85 -- 129 110 -- 50 97 -- -- 125 108 -- 60 95 -- -- 122 106 -- 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek Version,.u April 2017 el Code Compliance Research Report CCRR-0258 Page 8 of 24 Table 3 - Continued (NichiBoardTM Plank)1'4'7 Effective Fastener Spacing Allowable Building ASCE 7-05 Basic ASCE 7-10 Ultimate Siding Type Siding Fasteners Face/Blind Frame/Horizontal Framing Design Height Wind Speed(MPH)2 Wind Speed(MPH)3 (in) Field(in) Type Pressure(psf)6 (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 121 110 100 156 142 129 20 121 107 98 156 138 126 25 121 105 96 156 135 124 12 7.25 SSB -35.3 30 121 102 94 156 132 122 40 116 99 92 150 128 118 50 113 97 90 145 125 116 60 , 110 95 89 142 123 114 15 117 106 96 151 137 124 20 117 103 94 151 133 121 Double HD MAZE t8 25 117 101 92 151 130 119 AsphalFiberglass Shingle Blind 16 7 25 SPF -32.8 30 117 99 91 151 127 117 40 112 96 88 145 124 114 Nail 50 109 94 87 140 121 112 7.25" 60 106 92 85 137 119 110 NichiBoardTN 15 102 93 -- 132 120 109 20 102 90 -- 132 117 106 25 102 88 -- 132 114 -- 24 -25 SPF -25.2 30 102 87 -- 132 112 -- 40 98 -- -- 127 108 -- 50 95 — -- 123 106 -- 60 93 -- -- 120 -- -- 15 151 137 124 195 177 160 *Double HD MAZE 20 151 133 121 195 172 157 Asphalt& 25 151 130 119 195 168 , 154 Fiberglass Shingle Blind 16 7 25 SYP -54.7 30 151 127 117 195 164 151 Nail 40 145 124 114 187 160 147 50 140 121 112 181 156 144 60 137 119 110 _ 177 153 142 'Fasteners shall be located a minimum distance of 3/4"from the vertical siding edges at corners and splices. 0 ® 130 Derry Court • York • Pennsylvania • 17406 CeRnirf IT ,..-.=:,,,,,. intertek.com/building Intertek PCA-101 Version:6 April 2017 te Code Compliance Research Report CCRR-0258 Page 9 of 24 Table 3 - Continued (NichiBoardTM Plank)1'4'7 Effective Fastener Spacing Allowa Building ASCE 7-05 Basic ASCE 7-10 Ultimate Siding Type Siding Fasteners Face/Blind Frame/Horizontal Field in Framing T e ble Height Wind Sneed(MPI-02 Wind Steed( PHI' (in) ( ) Type Des (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 170 170 170 210 210 210 20 170 170 170 210 210 210 20 GA 25 170 170 170 210 210 210 16 7.25 Steel -117 5 30 170 170 170 210 210 210 40 170 170 167 210 210 210 Aerosmith 50 170 170 164 210 210 210 7.25" Fastening 60 170 170 162 210 210 209 NichiBoardTM Systems. Face 15 170 164 149 210 210 192 VersaPin 20 170 159 145 210 205 188 20 GA 25 170 156 143 210 201 184 24 725 Steel 78.3 30 170 152 140 210 197 181 40 170 148 137 210 191 176 50 168 145 134 210 187 173 60 164 142 132 210 183 170 15 125 113 103 161 146 133 20 125 110 100 161 142 130 25 125 108 99 161 139 127 SPF -37 5 30 125 105 97 161 136 125 40 120 102 , 95 155 132 122 50 116 100 93 150 129 120 16 g 25 60 113 98 91 146 127 118 15 155 141 128 , 200 182 165 20 155 137 125 200 177 161 25 155 134 123 200 173 158 DF -58 0 30 155 131 121 200 169 156 40 149 127 118 192 164 152 50 144 124 115 186 161 149 8.25" 6d Double HD 60 141 122 113 182 158 146 NichiBoardTM MAZE Coil Nail Face 15 102 92 -- 132 119 108 20 102 90 -- 132 116 106 25 102 88 -- 132 114 -- SPF -25.0 30 102 86 -- 132 111 -- 40 98 -- -- 126 108 -- 50 95 -- -- 122 105 -- 60 92 -- -- 119 -- 24 8 25 15 127 115 104 164 148 135 20 127 112 102 164 144 132 25 127 109 100 164 141 129 DF -38 6 30 127 107 98 164 138 127 40 122 104 96 157 134 124 50 118 102 94 152 131 121 60 115 100 93 148 129 120 00) IM 130 Derry Court • York • Pennsylvania • 17406 Caffgra intertek.com/building °.x<,.- Intertek PCA-101 Version.6 April 2017 • 101 Code Compliance Research Report CCRR-0258 Page 10 of 24 Table 3 - Continued (NichiBoardTM Plankl1 4•' Effective Fastener Spacing Allowa Building ASCE 7-05 Basic ASCE 7-10 Ultimate Siding Type Siding Face/Blind Frame/Horizontal Framing ble Height Wind Speed(MPH)2 Wind Steed LMPHI3 Fasteners in Field(in) Type Des ) (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 111 100 91 143 130 , 118 20 111 98 89 143 126 115 25 111 96 87 143 123 113 12 8 25 ��� -29.5 30 111 94 86 143 121 111 40 106 91 -- 137 117 108 Double HD 50 103 89 -- 133 114 106 MAZE Asphalt&Blind 60 100 87 -- 130 112 -- Fiberglass 15 99 90 -- 128 116 106 Shingle Nail 20 99 87 -- 128 113 -- 8.25" 25 99 86 -- 128 110 -- NichiBoardT" 16 8 25 SPF -23.7 30 99 -- 128 108 -- 40 95 -- -- 123 105 -- 50 92 -- -- 119 -- -- 60 90 -- -- 116 -- -- 15 134 121 110 173 157 142 20 134 118 108 173 152 139 'Double HD MAZE Asphalt& 25 134 115 106 173 149 136 Fiberglass Blind 16 8 25 SYP -43.0 30 134 113 104 173 . 146 134 Shingle Nail 40 128 110 101 166 142 131 50 124 107 99 160 , 138 128 60 121 105 98 157 136 126 *Fasteners shall be located a minimum distance of 3/4"from the vertical siding edges at corners and splices. ID130 Derry Court • York • Pennsylvania • 17406 AISF intertek.com/building . . . Intertek : 1, Version:6 April 2017 2F0 Z m Z m ro f1 N n N Cl N • 8 Mo CO 0 07 cn y N O 7 d 0 D ° a a , a N N o mMo K a < W M D D m m mJ _ a c mo uy m 3 a u 2 O Q y 7 -, c-n y Q co 0 O cl umS d 5. D m o m 0 N -C O C m m mU Q fD CO T T T n a o O G CD 37 O m CD n U.) r, A D fD 0 0 D> A m ? OM W CD CD N 1 N " o y fD 0 CU f1 co ,c, (D n O N r, T M 3 U, U CD CO Co N Ct =17 • 70 ,'*' U U U Cl n C M LO I'D Oo J z .-r A- . 7C- cn NN m = n O . 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II IP Code Compliance Research Report CCRR-0258 Page 13 of 24 Table 3 - Continued (NichiBoardTM Plank)1 47 Effective Fastener Spacing Allowable Building ASCE 7-05 Basic ASCE 7-10 Ultimate Siding Type Siding Fasteners Face/Blind Frame/Horizontal Field(in) Framing Type Design a Height Wind Speed(MPH)2 Wind Speed(MPH)3 (in) Pressure(psf) (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 103 94 85 134 121 110 20 103 91 -- 134 118 108 25 103 89 -- 134 115 106 SPI -25.8 30 103 87 -- 134 113 -- 40 99 -- -- 128 110 -- 50 96 -- -- 124 107 -- 60 94 -- -- 121 105 -- 16 1 2 15 129 117 106 166 151 137 20 129 113 104 166 147 134 25 129 111 102 166 143 131 Df -398 30 129 109 100 166 140 129 40 123 106 97 159 136 126 50 120 103 96 154 133 123 6d Double HD 60 117 101 94 151 131 121 12"NichiBoard" Face MAZE Coil Nail 15 -- 109 -- 20 -- -- -- 109 -- 25 -- -- -- 109 -- -- SPF -17 2 30 -- -- -- 109 -- 40 50 60 24 12 15 105 95 87 136 123 112 20 105 93 -- 136 120 109 25 105 91 -- 136 117 107 DF 26 6 30 105 89 -- 136 115 105 40 101 86 -- 130 111 -- 50 98 -- -- 126 109 -- 60 95 -- -- 123 107 -- 15 170 156 142 210 201 183 20 170 151 138 210 196 179 20 GA 25 170 148 136 210 191 175 16 12 Stee' -71.0 30 170 145 133 210 187 172 40 165 141 130 210 182 168 Aerosmith 50 160 138 128 206 178 165 12"NichiBoardTM Fastening Face 60 156 135 126 201 175 162 Systems, 15 140 127 116 181 164 149 VersaPin 20 140 124 113 181 160 146 20 GA 25 140 121 111 181 156 143 24 12Steel -47 3 30 140 119 109 181 153 141 40 135 115 106 174 149 137 50 130 112 104 168 145 134 60 127 110 103 164 142 132 Notes: 1.NichiBoardTM fiber cement lap siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary, pre-drilled holes may be used in combination with hand-nailed fasteners to avoid damage to the fiber cement product. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient (GCpi) equal to+/-0.18, and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3.ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient (GCpi)equal to+1-0.18. and an external pressure coefficient (GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Fastener specifications for those used in testing are outlined in Table 8 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7.Framing and bracing are beyond the scope of this evaluation report. 8 Allowable design pressures for assemblies described in this table are applicable to the NichiBoard Plank attached to ASTM C90 fully-grouted CMU block wall using ITW Ramset TE Series power actuated fasteners(ICC-ES ESR-1799).Minimum fastener embedment is 1 inch;fasteners must be placed a minimum of 5.1 inches from the edge of the wall. 130 Derry Court • York • Pennsylvania • 17406 ro„ �V1.VV intertek.com/building Intertek PCA-101 Version:6 April 2017 rp< oa) on 0Q oa da ° -5w o z o z o z o m > (D Cr CU C la m CD CD CD y D O O O 7 M m m m m a v aa)) (D A rn a (n 5 m A 2 QCD ct) v ro m COA m ku • O A 0) w N O. 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O O C) C (D • (n ca CD Q- 0 > Z h n - n n Q . o 3 - _ fD J - C 0- NCD XI 3 Cp CD 137 C. = CO o CD N 3 < n0 Cu (1) 00 3 S Di = C fD • W Cn A W NJN -, CT CT A W N N CD -" O O O O CT O CT O o 0 0 CT O CT '.=(D a V S S" a o . . . . . . _ _ _ _ _ _ _ _ m < CD W W J J J J J J J V J J J J .10 D CN o 0 0 0 0 0 0 0 0 0 0 0 o 030- C) mVi m K o v A- A A CT Ui o o J J J J J J J '0 W m CO A J -+ CT o 0 0 0 0 o O 00- 0,aCr W W W A A A CT W o M J J J J -0 - N W CT Co N A V o W 0> CO O o 0 0 ..+. 0 CN N N N N N N N N N N N N N N K G D N O 0 0 0 0 - - - - - - - - 0 0 0 0 0 0 0 0 Q m w fID N N N N NJ NJ N N N N x m Oticn v Cb- Oo CO CD O O ., -, 'Q CD 0 N cnww (DwJo 0 p00000 na c Q1 0 v a � --+ N NJ NJ NJ NJ NJ NJ x 'U 3 ' J J J CO Cb Cb CO -. -. -, _ NI NJ U. Co W 01 CO A 0 0 0 0 CD 0 0 A Le Code Compliance Research Report CCRR-0258 Page 17 of 24 Table 4 - Continued (NichiPanelTM Sheet)1 47 Fastener Spacing Building ASCE 7-05 Basic ASCE 7-10 Ultimate e Perimeter Framing Framing Allowable Design a Panel Fastener Field(in) Type Spacing Pressure(psf) Height Wind Speed(MPH)2 Wind Speed(MPH) (in) ) (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 152 138 126 197 179 162 , 20 152 134 123 197 173 158 25 152 131 120 197 170 156 160-0 55 9 30 152 129 118 197 166 153 40 146 125 115 189 161 149 50 142 122 113 183 158 146 60 138 120 111 179 155 144 SPF 15 124 113 103 161 146 132 Lumber 20 124 110 100 161 142 129 25 124 107 98 161 139 127 24"0.0 3i 3 30 124 105 97 161 136 125 40 119 102 94 154 132 122 50 116 100 92 149 129 119 , 60 113 98 91 146 126 117 Grabber#8 Flat 15 142 129 117 183 166 151 Wafer Head Screws 6 12 20 142 125 114 183 162 148 25 142 123 112 183 158 145 16"o C 48 5 30 142 120 110 183 155 142 40 136 116 108 176 150 139 50 132 114 105 . 170 147 136 60 129 112 104 166 144 134 20 GA 15 116 105 96 150 136 123 Steel 20 116 102 93 150 132 121 25 116 100 92 150 129 118 24"o.0 324 30 116 98 90 150 127 116 40 111 95 88 144 123 113 50 108 93 86 139 120 111 60 105 91 -- 136 118 109 15 170 169 154 210 210 199 20 170 165 150 210 210 194 25 170 161 147 210 208 190 16"o.0 83 8 30 170 158 145 210 204 187 40 170 153 141 210 198 182 50 170 149 138 . 210 193 179 60 169 147 136 210 190 176 SPF 15 152 138 126 197 179 162 Lumber 20 152 134 123 197 173 158 25 152 131 120 197 170 , 156 24"o-c 55 9 30 152 129 118 197 166 153 40 146 125 115 189 161 , 149 50 142 122 113 183 158 146 60 138 120 111 179 155 144 Grabber#8 Flat 15 170 158 143 210 204 185 8 8 20 170 153 140 210 198 181 Wafer Head Screws 25 170 150 137 210 194 177 16"o c -728 30 170 147 135 . 210 190 174 40 167 143 132 210 184 170 50 162 139 129 209 180 167 60 158 137 127 204 177 164 20 GA 15 142 129 , 117 183 166 151 Steel 20 142 125 114 183 162 148 25 142 123 112 183 158 145 24"o c -48 5 30 142 120 110 183 155 142 40 136 116 108 176 150 139 50 132 114 105 170 147 136 60 129 112 104 _ 166 144 134 Oa 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek Version:6 April 2017 Code Compliance Research Report CCRR-0258 Page 18 of 24 Table 4 - Continued (NichiPanelTM Sheet)1 47 Fastener Spacing Building ASCE 7-05 Basic ASCE 7-10 Ultimate Framing Framing Allowable Design Panel Fastener' Perimeter Height Wind Speed(MPH)2 Wind Speed(MPH)3 Field(in) Type Spacing Pressure(psf)` (in) (ft) Exp B Exp C Exp D Exp B Exp C Exp 15 170 170 170 210 210 210 20 170 170 170 210 210 210 25 170 170 170 210 210 210 6"o-c 30 170 170 167 210 210 210 1111 8 40 170 170 163 210 210 210 50 170 170 160 210 210 207 60 170 170 158 210 210 203 SPF 15 170 160 145 210 206 187 Lumber 20 170 155 142 210 200 183 25 170 152 139 210 196 180 24"o c 74 5 30 170 149 137 210 192 176 40 169 144 133 210 186 172 50 164 141 131 210 182 169 60 160 138 129 206 179 166 Grabber#8 Flat 15 170 170 166 210 210 , 210 Wafer Head Screws 6 6 20 170 170 162 210 210 209 25 170 170 , 159 , 210 210 205 16"o c 97.0 30 170 170 156 210 210 201 40 170 165 152 210 210 196 50 170 161 149 210 208 192 60 170 158 147 210 204 189 20 GA 15 164 149 135 210 192 174 Steel 20 164 145 132 210 187 170 25 164 141 130 210 183 167 24"o c 64.6 30 164 138 127 210 179 164 40 157 134 124 203 174 160 50 152 131 122 197 170 157 60 149 , 129 12 192 167 155 15 170 170 170 210 210 210 20 170 170 170 210 210 210 25 170 170 170 210 210 210 16"o c 30 170 170 170 210 210 210 136.0 40 170 170 170 210 210 210 50 170 170 170 210 210 210 60 170 170 170 210 210 210 SPF 15 170 170 160 210 210 207 Lumber 20 170 170 156 210 210 202 25 170 167 153 , 210 210 198 24"o c 90.6 30 170 164 151 210 210 195 40 170 159 147 210 206 190 50 170 156 144 210 201 186 60 170 153 142 210 . 197 183 15 170 170 170 . 210 210 210 Grabber#8 Flat 4 4 20 170 170 170 210 210 210 Wafer Head Screws 25 170 170 170 210 210 210 16"o c 30 170 170 170 210 210 210 136 0 40 170 170 170 210 210 210 50 170 170 170 210 210 210 60 170 170 170 210 210 210 20 GA 15 170 170 160 210 210 207 Steel 20 170 170 156 210 210 202 25 170 167 153 210 210 198 24"o c. 90 6 30 170 164 151 210 210 195 40 170 159 147 210 , 206 190 50 170 156 144 210 201 186 60 170 153 142 210 197 183 ( j 130 Derry Court • York • Pennsylvania • 17406 �1V intertek.com/building Intertek Version.u April 2017 Code Compliance Research Report CCRR-0258 Page 19 of 24 Table 4 -Continued (NichiPanelTM Sheet)1 4 7 Fastener Spacing Building ASCE 7-05 Basic ASCE 7-10 Ultimate s Perimeter Framing Framing Allowable Design Panel Fastener Height Wind Speed MPH12 Wind Speed(MPH)' Field(in) TypeSpacing (in) Pressure(Psf) (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 110 100 91 142 129 117 20 110 97 89 142 126 115 Aerosmith Fastening 20 GA 25 110 95 87 142 123 113 Systems,VersaPin 6 12 Steel 16"o.c. -29.3 30 110 93 86 142 120 111 40 106 90 -- 137 117 108 50 102 88 -- 132 114 106 60 100 87 -- 129 112 -- 15 135 123 111 174 158 144 20 135 119 109 174 154 140 Aerosmith Fastening 20 GA 25 135 117 107 174 150 138 Systems,VersaPin 8 8 Steel 16"o.c. -43.9 30 135 114 105 174 147 135 40 130 111 102 167 143 132 50 126 108 100 162 140 129 60 123 106 99 158 137 127 15 156 141 129 201 183 166 20 156 137 126 201 178 162 Aerosmith Fastening 20 GA 25 156 135 123 201 174 159 Systems,VersaPin 6 6 Steel 16"o c. -58.5 30 156 132 121 201 170 156 40 150 128 118 193 165 152 50 145 125 116 187 161 149 60 141 123 114 183 158 147 15 170 170 158 210 210 203 20 170 169 154 210 210 199 25 170 165 151 210 210 195 16"o.c. -87.9 30 170 161 148 210 208 192 40 170 157 145 210 202 187 Aerosmith Fastening 50 170 153 142 210 198 183 Systems,VersaPin 4 4 20 GA 60 170 150 140 210 194 180 Steel 15 122 110 100 157 143 129 20 122 107 98 157 139 126 25 122 105 96 157 136 124 24"o.c. -35.6 30 122 103 95 157 133 122 40 117 100 92 151 129 119 50 113 98 90 146 126 117 60 110 96 89 143 124 115 Notes: 1.NichiPanelT"fiber cement flat sheet siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary,pre-drilled holes may be used in combination with hand-nailed fasteners to avoid damage to the fiber cement product. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(Gcpi) equal to +/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3.ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(Gcpi)equal to+/-0.18, and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic fatures have not been considered and the wind speed has been limited to 210mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Fastener specifications for those used in testing are outlined in Table 8 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7.Framing and bracing are beyond the scope of this evaluation report. 8.Allowable design pressures for assemblies described in this table are applicable to the NichiPanel attached to ASTM C90 fully-grouted CMU block wall using ITW Ramset TE Series power actuated fasteners(ICC-ES ESR-1799).Minimum fastener embedment is 1 inch;fasteners must be placed a minimum of 5.1 inches from the edge of the wall. 130 Derry Court • York • Pennsylvania • 17406AccRroarn intertek.com/buildinj; Intertek PCA-101 Version:6 April 2017 to, Code Compliance Research Report CCRR-0258 Page 20 of 24 Table 5 - Design Loads for Negative Transverse Wind Load (NichiStraightTM/NichiStaggeredTM Lap Panel)1,4,7 Effective Fastener SpacingFraminAllowable Building ASCE 7-05 Basic ASCE 7-10 Ultimate Field(in) Type Siding Type Siding Fasteners Face/Blind Frame/Horizontal g Designn Height Wind Speed(MPH)2 Wind Speed(MPH)3(in) Pressure(psf)a (ft) Exp B Exp C Exp D Exp B Exp C Exp D 15 99 90 -- 128 116 105 20 99 87 -- 128 113 -- 25 99 85 -- 128 110 -- 12 8 625 7/16" -23.5 30 99 -- -- 128 108 -- OSB 40 95 -- -- 122 -- 50 92 -- -- 119 -- 60 90 -- -- 116 -- 15 122 111 101 158 143 130 20 122 108 98 158 139 127 NichiStraightTM/ 6d Double HD 25 122 105 96 158 136 125 NichiStaggeredT"" MAZE Coil Nail Blind 16 8 625 SPF -35.9 30 122 103 95 158 133 122 40 117 100 92 151 129 119 50 113 98 91 146 126 117 60 111 96 89 143 124 115 15 100 90 -- 129 117 106 20 100 88 -- 129 113 -- 25 100 86 -- 129 111 -- 24 8.625 SPF -23.9 30 100 -- -- 129 109 -- 40 96 -- -- 123 106 -- 50 93 -- -- 120 -- 60 90 -- -- 117 -- 15 102 92 -- 131 ' 119 108 20 102 90 -- 131 116 106 6d Ring Shank 25 102 88 -- 131 113 -- NichiStraightT"/ Double HD MAZE Blind 12 8.625 7/16" -24.9 30 102 86 -- 131 111 -- NichiStaggeredT"" Coil Nail OSB 40 98 -- -- 126 108 -- 50 95 -- -- 122 105 -- 60 92 -- -- 119 -- 15 144 130 118 185 168 153 20 144 127 116 185 163 149 NichiStraightTM/ #8-18 Wafer Head 20 GA 25 144 124 114 185 160 147 NichiStaggered ROCK-ONTM Blind 24 8.625 Steel -49.6 30 144 121 112 185 157 144 Screws 40 138 118 109 178 152 140 50 133 115 107 172 149 138 60 130 113 105 168 146 136 Notes: 1.NichiStraightT"/NichiStaggeredn"'Lap Panel fiber cement siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary,pre-drilled holes may be used in combination with hand- nailed fasteners to avoid damage to the fiber cement product. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(Gcpi) equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3.ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(Gcpi)equal to+/-0.18, and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Fastener specifications for those used in testing are outlined in Table 8 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7.Framing and bracing are beyond the scope of this evaluation report. 8.Allowable design pressures for assemblies described in this table are applicable to the NichiStraight/NichiStaggered lap panels attached to ASTM C90 fully- grouted CMU block wall using ITW Ramset TE Series power actuated fasteners(ICC-ES ESR-1799).Minimum fastener embedment is 1 inch;fasteners must be placed a minimum of 5.1 inches from the edge of the wall. 0 ® 130 Derry Court • York • Pennsylvania • 17406 A:Ca .�`� intertek.com/building Intertek PCA-701 Version.6 April 2017 Code Compliance Research Report CCRR-0258 Page 21 of 24 Table 6 - Design Loads for Negative Transverse Wind Load (NichiShakeTM Shingles)1'4'7 SidingFasteners per Shake Allowable ASCE 7-05 Basic ASCE 7-10 Ultimate Sheathing 6-1/4,, 8-1/4" Design Pressure Building 2 l Fastener- 12"Width Type g 6 Height(ft) Wind Sneed(MPHI Wind meed(1(1PH1 Width Width loan Exp B Exp C Exp D Exp B Exp C Exp D 15 113 102 93 146 132 120 20 113 99 91 146 128 117 6d Double HD 25 113 97 89 146 . 126 115 2 2 3 7/16'OSE3 -30 6 30 113 95 88 146 123 113 MAZE Coil Nail 40 108 93 85 140 119 110 50 105 90 -- 135 117 108 60 102 89 -- 132 115 106 Notes: 1.NichiShake'"fiber-cement shingle siding may only be installed on vertical walls. Fasteners must be installed in a way that does not damage the board during installation. Where necessary,pre-drilled holes may be used in combination with hand-nailed fasteners to avoid damage to the fiber cement product. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient (GCpi)equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3.ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(GCpi) equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Fastener specifications for those used in testing are outlined in Table 8 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7.Framing and bracing are beyond the scope of this evaluation report. 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building . Intertek Version.L I4 1 i 2017 • el Code Compliance Research Report CCRR-0258 Page 22 of 24 Table 7—Design Loads for Negative Transverse Wind Load (NichiSoffitTM) Fastener Framing Type Framing Allowable Building ASCE 7-05 Basic ASCE 7-10 Ultimate Spacing(in.) Spacing(in.) Design Height Wind Speed(MPH)2 Wind Speed(MPH)3 Pressure (ft) (psf) Exp B Exp C Exp D Exp B Exp C Exp D 1-3/4-in.-long 8 Wood,2 x 4, 12 -84.4 15 170 169 154 210 210 199 Maze double hot min.specific 20 170 165 150 210 210 194 dipped galvanized gravity 0.42 Max.16- 25 170 161 147 210 208 190 ring-shank nails inch-wide 30 170 158 145 210 204 187 (0.125-in.shank panels 40 170 153 141 210 198 182 dia.,0.365-in. 50 170 149 138 210 193 179 head dia.) 60 169 147 136 210 190 176 1-3/4-in.-long 6 Wood,2 x 4, 16 -71.1 15 170 156 142 210 201 183 Maze double hot min.specific 20 170 151 138 210 196 179 dipped galvanized gravity 0.42 Max.16- 25 170 148 136 210 191 175 ring-shank nails inch-wide 30 170 145 133 210 187 172 (0.125-in.shank panels 40 165 141 130 210 182 168 dia.,0.0365-in. 50 160 138 128 206 178 165 head dia.) 60 156 135 126 201 175 162 1-1/2-in.-long 4d 8 Wood,min. 24 -37.6 hot dipped specific 15 P 124 113 103 161 146 132 galvanized ring- gravity 0.42 Max.16- 20 124 110 100 161 142 129 shank nails inch-wide 25 124 107 98 161 139 127 (0.120-in.shank panels 30 124 105 97 161 136 125 dia.,0.219-in. 40 119 102 94 154 132 122 head dia.) 50 116 100 92 149 129 119 60 113 98 91 146 126 117 6d lap siding nails 8 Wood,2x4, 24 -18.3 (0.12-in shank min.specific dia.,2-in.long, gravity 0.42 Max.48- 15 17/64-in.head inch-wide dia.) panels -- 109 _ -- 20 -- -- -- 109 — -- 25109 -- 30 -- -- -- 109 -- -- 40 50 60 #8 x 1-1/4-in. 8 No.20 gage 24 -21.6 15 96 87 -- 124 113 - - self-piercinglath steel 20 96 -- -- 124 110 -- 25 96 -- -- 124 107 -- screws Max.48- 30 96 -- -- 124 -- inch-wide 40 92 -- -- 119 -- panels 50 89 -- -- 115 -- -- 60 87 -- -- 113 -- -- 130 Derry Court • York • Pennsylvania • 17406 (ID Al.'ii , intertek.com/building .... ,, Intertek PCA-101 Version:6 April 2017 Code Compliance Research Report CCRR-0258 Page 23 of 24 Table 7 - Continued Notes: 1.NichiSoffitT"sheets may only be installed on soffits. Fasteners must be installed in a way that does not damage the board during installation. Where necessary,pre-drilled holes may be used in combination with hand-nailed fasteners to avoid damage to the fiber cement product. 2.ASCE 7-05 Basic Wind Speeds are based upon occupancy category II,a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient (GCpi)equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 170mph. 3.ASCE 7-10 Ultimate Wind Speeds are based upon a wind directionality factor(Kd)equal to 0.85,an internal pressure coefficient(GCpi) equal to+/-0.18,and an external pressure coefficient(GCp)equal to-1.4. The effects of topographic features have not been considered and the wind speed has been limited to 210 mph. 4.The values in this table are based on testing per ASTM E330 and represent the allowable capacity of the siding to resist the wind pressures associated with the corresponding wind speed. 5.Fastener specifications for those used in testing are outlined in Table 8 of this Intertek CCRR. These specifications may be used by the designer of record to determine the acceptability of alternative fasteners. 6.Allowable design pressures in highlighted cells have been adjusted based on the listed allowable withdrawal capacity of the tested fastener. 7.Framing and bracing are beyond the scope of this evaluation report. 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek Pr.A ,o, ,1/1, e Code Compliance Research Report CCRR-0258 Page 24 of 24 Table 8 -Specifications of Tested Fasteners Minimum Head Shank Fastener Length2 Fastener Siding Fastener Diameter Diameter Materia 3 Siding Type5 Withdrawal (in) Penetration into (in) (in) Material(in) Value(lbs) NichiPanelTM 111/16 42.2 NichiBoardTM(Face) 18/8 34.4 SPF NichiBoardTM(Blind) 111/16 42.2 NichiStraightTM/ NichiStaggeredTM 13/8 34.4 6d Double HD MAZE Coil 2 0 237 0 099 DF NichiBoard TM (Face) 19/8 53.1 Nail NichiBoard'^(Blind) 111/16 65.2 he"OSB NichiStraightTM/ NichiStaggeredTM 7/16 16.9 7/16"OSB NichiShakeTM 7/16 16.9 2.5 0 236 0 097 SPF NichiBoardTM(Face) 17/8 45.9 NichiBoardTM (Blind) 23/16 53.6 SPF NichiFrontierTM (Face) 11/8 29.8 NichiFrontierTM(Blind) 19/18 41.4 6d Ring Shank Double HD 2 0.233 0.105 7/16'OSB NichiStraightTM/ 7/16 MAZE Coil Nail NichiStaggeredTM 17.9 SYP NichiFrontierTM (Face) 11/8 46.1 NichiFrontierTM (Blind) 19/16 64.0 8d Masonite Siding Nails 2 5 0.313 0.118 SPF NichiPanel TM 23/16 65.2 SPF NichiBoardTM (Face) 11/8 35.5 Double HD MAZE Asphalt NichiBoardTM(Blind) 17/16 45.4 &Fiberglass Shingle Nail 1.75 0.365 0.125 SYP NichiBoardTM 9 9 (Blind) 17/16 70.1 7/1s"OSB NichiBoardTM (Face) 7/16 21.3 NichiBoardTM(Blind) 7/16 21.3 2 5 0.383 0.125 SPF w/ NichiFrontierTM(Face) 15/8 51.3 Double HD Grip Rite '/1fi'OSB NichiFrontierTM(Blind) 21/16 65.1 , Roofing Nail 1.75 0.362 0.125 7/16"OSB NichiFrontierTM(Face) 7/16 21.3 NichiFrontierTM (Blind) 7/16 21.3 Grabber#8 Flat Wafer SPF NichiPanelTM 15/16 85.0 1.625 0.406 0.166 Head Screws6 TM 20 GA Steel NichiPanel 88.3 NichiPanel TM -- 94 7 Aerosmith Fastening 1.5 0.301 0.106 20 GA Steel NichiBoardTM (Face) -- 94.7 Systems,VersaPin7 NichiBoardTM(Blind) -- 94.7 1.375 0.251 0.107 20 GA Steel NichiPanelTM -- 94.7 NichiFrontierTM(Face) -- 95.0 #8-18 Wafer Head ROCK- NichiFrontierTM(Blind) -- 95.0 ON TM Screws 8 1.625 0.395 0.162 20 GA Steel NichiStraightTM/ NichiStaggeredTM 95.0 1.25 0.300 0.145 Concrete Block NichiBoardTM(Face) 3/4 233.1 Aerosmith Fastening NichiBoardTM(Blind) 11/8 233.8 Systems,SurePin9 Concrete 2 0.300 0 145 NichiStraightTM/ BlockNichiStaggeredTM 11/8 233.8 Notes: 1.SPF(Spruce-Pine-Fir)framing material is assumed to have a Specific Gravity of 0.42 or greater. 2.DF(Douglas Fir)framing material is assumed to have a Specific Gravity of 0.5 or greater. 3.OSB sheathing material is assumed to have a Specific Gravity of 0.5 or greater. Where fasteners are instated through OSB sheathing into SPF studs,a Specific Gravity of 0.42 shall be assumed for the entire fastener penetration depth. 4.SYP(Southern Yellow Pine)framing material is assumed to have a Specific Gravity of 0.5 or greater. 5.Alternative fasteners must meet the minimum head and shank diameters listed in Table 8. The required length and withdrawal capacity shall be determined by the design professional of record in accordance with the requirements of Table 3.4.5.6,and 7 of this Intertek CCRR. 6.Fastener pull-out capacity based on manufacturer(Grabber Construction Products,Inc.)technical data sheet and a safety factor of 3. 7.Fastener pull-out capacity based on PEI Product Report PER-06014 and a safety factor of 3. 8.Fastener put-out capacity based on ITW Buildex and Illinois Tool Works,Inc.Product Report No.02722 and a safety factor of 3. 9.Fastener pull-out capacity based on PEI Product Report PER-07021 and a safety factor of 5. 130 Derry Court • York • Pennsylvania • 17406 intertek.com/building Intertek Version:6 April 2017 E Metal Roof Certification & Listing Program KEYSTONE* Certi cation Report I (.�tr_RTtFtc'ATIc?A4S. INC. f p WOWED --wergi 11030-008-KCI . '' 145 Limekiln Road,Suite 100E Issue Dated: 8/24/2018 New Cumberland,PA 17070 Revision Date: 8/24/2018 www.keystonecerts.com Expiration Date: 8/24/2023 OFFICE COPY Construction Specifications Institute(CSI)Category: Division: 07 00 00—Thermal&Moisture Protection Section: 07 41 13—Metal Roof Panels 1. Program Licensee: • 2017 Florida Building Code- Building, 6th Edition, Section 1504.3.2. • Florida Product Approval Rule 61G20-3. 4401110174 Properties Evaluated: IST COAST • Wind Uplift Resistance METAL ROOFING SUP LY This Certification Report was used to qualify Florida Product Approval FL 24387. 1st Coast Metal Roofing Supply 186 SR 207 4. Evaluated Roof System Description: East Palatka, FL 32131 4.1. Roof Covering: Armour Loc aluminum metal 386-325-0242 roof panels are cold roll-formed from minimum 0.032" thick ASTM 8209 aluminum. The panels shall be installed http://www.lstcoastmrs.com/ in accordance with the manufacturer's instructions and 2. Certified Roof Covering: this Certification Report. 1st Coast Metal Roofing Supply's Model Armour Loc 4.2. Roof Deck: Armour Loc 0.032" thick aluminum 0.032" thick aluminum non-structural nailstrip standing metal roof panels are certified for use over solid or seam metal roof panels installed over plywood sheathing closely spaced, minimum 15/32" thick 4 ply CDX roof deck for use in new construction and re roofing plywood sheathing complying with 2017 Florida Building applications. Code, Section 2303.1.5, with a minimum slope of 2% (1/4:12). 3. Scope of Certification: 4.3. Anchorage: Armour Loc 0.032"thick aluminum This Certification Report provides technical data metal roof panels shall be fastened to the roof deck using substantiating that the use of the certified roof covering one row of#10 x 1"pancake-head wood screws through and the evaluated roof systems are in compliance with the nailstrip at 2-1/2" from each end, then spaced the following: maximum 4-5/8" OC as specified in Table 1 and illustrated in Appendix 1. Refer to www.keystonecerts.com to ascertain the ongoing status of this Certification Report.Approval of building products and/or materials can only be granted by the building official having jurisdictional legal authority. Keystone Certifications,Inc.does not endorse or make warranties with respect to product performance or suitability of a product for a given use. Metal Roof Certification & Listing Program EYSTS Certification Report NSI Cr.mrie ATIdhMS, INC- 1t 11030-008-KCI Page 2 of 4 6.1. Wind Resistance The allowable design uplift pressures for Armour Loc 0.032" thick aluminum anchored as illustrated in 5. Installation Appendix 1, when tested in accordance with the referenced standards with an applied safety factor of 2.0 Armour Loc 0.032" thick aluminum metal roof panels in are found in Table 1. new construction applications shall be installed in accordance with the 2017 Florida Building Code Section Table 1 1507.4, the manufacturer's published installation Max instructions and this Certification Report. Anchor Anchor Design Description Armour Loc 0.032" thick aluminum metal roof panels in Pattern Description Uplift re-roofing applications shall be installed in accordance Pressure with the 2017 Florida Building Code Sections 1507.4 & Over At 2-1/2" #10 x 1" 1511, the manufacturer's published installation 15/32" From Each Stainless 4 Ply End and 52.5 psf instructions and this Certification Report. Steel Plywood max.4- The manufacturer's installation instructions shall bePanhead Sheathing 5/8"O.C. made available at the time of installation. If there are differences between this report and the manufacturer's 7. Conditions of Use installation instructions, this report shall take Armour Loc 0.032" thick aluminum metal roof panels precedence. must be insulated against other materials or metals including non-stainless steel, concrete, lead,copper and 6. Product Performance treated lumber that contains corrosive materials. The performance of the Armour Loc 0.032" thick aluminum metal roof panels described in this 8. Limitations of Use Certification Report has been determined in accordance Armour Loc 0.032"thick aluminum metal roof panels are with: not qualified for use in the High Velocity Hurricane Zone (HVHZ). • UL 580-06, Tests for Uplift Resistance of Roof Assemblies. Fire classification, shear diaphragm design, roof deck As tested & reported by the following independent design & attachment to supporting members are not accredited laboratory: within the scope of this Certification Report. Laboratory Report Ref. Roof support framing shall comply with 2017 Florida I.ntertek l4535.D1-450 44 R2 Building Code Chapter 22 for steel, Chapter 23 for wood and Chapter 16 for structural loading. Refer to www.keystonecerts.com to ascertain the ongoing status of this Certification Report.Approval of building products and/or materials can only be granted by the building official having jurisdictional legal authority. Keystone Certifications,Inc.does not endorse or make warranties with respect to product performance or suitability of a product for a given use. Metal Roof Certification & Listing Program EYSTONe. Certification Report . VS wv:.�..�....,...�_° 11030-008-KCI 0412 Page 3 of 4 9. Licensed Manufacturing Facilities 201 8O.08.24 This Certification Report is applicable only to Armour Loc 0.032" thick aluminum nailstrip standing seam metal ,• 09:50:14 roof panels manufactured at the following locations: —041001 1st Coast Metal Roofing Supply 186 State Rd 207 Aaron Shultz East Palatka, Florida 32131 Validations Manager Each licensed facility is subject to periodic inspection by Keystone Certifications to verify conformance with Keystone Roof Covering Certification & Listing Program requirements. 10. Identification Armour Loc 0.032" thick aluminum metal roof panels represented by this report shall be identified with Keystone Roof Covering Certification & Listing Program certification labeling illustrated below, to be applied to individual panels, packaging, invoicing or bills of lading: keystonecerts.com o : aIFF • CERTIFIED If. 11030-008-KCI Refer to www.kevstonecerts.com to ascertain the ongoing status of this Certification Report.Approval of building products and/or materials can only be granted by the building official having jurisdictional legal authority. Keystone Certifications,Inc.does not endorse or make warranties with respect to product performance or suitability of a product for a given use. Metal Roof Certification & Listing Program KEYSTONE.' Certification Report Cr:F7TIF:ICATt Cttt.M. INC. �' "'*' ..ommi 11030-008-KCI "*` Page 4 of 4 Appendix 1 Notes: In all cases (new construction and re-roofing),the anchors shall fully penetrate the plywood roof deck. A continuous bead of lap sealant shall Anchorage Detail be used at the bottom of the male leg on the nailstrip side. 16" .. 1" I �F $ 44= One row of#10 x 1"stainless steel pancake 15/32"4-Ply CDX 4 3!4" head fasteners spaced 2-1/2"from each and Plywood Sheathing then maximum 4-5/8"O.0 Panel Detail ,o 0,299 18 co 'KRO 1 80 19 I 3079 z." t -*,, t '. c' ar- fy ' -,1 0 717 f 1 J0,1 ? r+ ! 0341. d 1-* 941 -w Refer to www.keystonecerts.com to ascertain the ongoing status of this Certification Report.Approval of building products and/or materials can only be granted by the building official having jurisdictional legal authority. Keystone Certifications,Inc.does not endorse or make warranties with respect to product performance or suitability of a product for a given use. Metal Roof Certification & Listing Program KEYSTONE' CERTIFICATIONS, INC. Certification Report ANSI 11030-008-KCI 145 Limekiln Road,Suite 1006 Issue Dated: 8/24/2018 New Cumberland,PA 17070 Revision Date: 8/24/2018 www.keystonecerts.com Expiration Date: 8/24/2023 Certificate Revisions Rev# Date Description 0 Initial issuance. Refer to www.keystonecerts.com to ascertain the ongoing status of this Certification Report.Approval of building products and/or materials can only be granted by the building official having jurisdictional legal authority. Keystone Certifications,Inc.does not endorse or make warranties with respect to product performance or suitability of a product for a given use. MAP SHOWING SURVEY OF LOT 28 OF ATLANTIC BEACH COUNTRY CLUB, UNIT TWO AS RECORDED IN PLAT BOOK 67, PAGES 132, 133, 134, 135, 136, & 137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED TO: Gregory Nelson and Marcy DeWalt Nelson Ameris Bank Gibraltar Title Services Old Republic National Title Insurance Company LOT 27 EXIST. RESIDENCE F.F.EL=(11.2)P 0 S32'41'16"E 75.00' • — — (10.1)P _i�__� (8.6)P• cg CATV cd (9.3)E (8.6)E 10' BRL LOT 28 (VACANT) STEPS 11 COVERED PATIO cd F- ad 0 13.5' o) O 0 O 16.4' " ,' 20.4' 10.0' 0) 0 0 a O in Li 2 [V o a 0 W 0 0 Q 0 11 -oto W I— Ze: m (9.5)P I- 0o CD LOT 29 (9.3)E 5.5' U Ct 9 2' PROPOSED N- I- 2 STORY RESIDENCE1.0 EXIST. RESIDENCE W Z Q O F.F.EL.=(12.3)P 2 ix F.F.EL.=(12.0)P m J 1 ) m (PER ARCH. PLAN) Q .. CO — 1.7' -.3 m co L() Z " 1.7_ 10.0' 0 of w 0 14.7' .. ci "1 cdco 5.5' 20.8' N 7.8 o Cl N 14.5 a ) cd 20' BRL I 0 17,3• -- PAVER COV. PORCH N DRIVEWAY o J O CA oi cv 7.5' J.E.A.-E (8.9)P (8.8)E • R"" 32'41'16'E 50.00'(8.7)E 16.0' WM 91. Y (6.56)ec (8.72)BC CA=90'00'00" ATLANTIC BEACH DRIVE R=25.00' (50' RIGHT OF WAY) L=39.27' JULY 24, 2019; TOPOGRAPHIC SURVEY/SITE PLAN (2016-361-2) WJM 1408-61 CB=N77'41'16"bV UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER, THIS DRAWING, SKETCH, CH=35.36' PLAT OR MAP IS FOR INFORMATIONAL PURPOSES ONLY. AND IS NOT VALID. NOTES LEGEND DATE 9-3-lb 1 Bearings ore based on the centerline PCP's of the Atlantic Beach Drive (51427'25"E) SCALE 1"-20' 2. This is a BOUNDARY SURVEY. O D£NO TES CONCRETE MONUMENT -- 3. Elevations shown thus (15.0) refer to North American Vertical Datum JOB No. 2016-361 of 1988, (NAND 88). x-x DENOTES FENCE --- O DENOTES 1/2"IRON PIPE SET F.B. - 4. By Graphic plotting only, the property shown hereon lies within Zone •X" MtTH CAP, R. MILLER&ASSOC. as shown on the Federal Emergency Management Agency(F£.M.A.), National Flood Insurance p°ge - ProProgram, Flood Insurance Rote Mop • DENOTES IRON PIPE FOUND g (FIRM.) Community-Panel Number 120077 0406/0408 H W/CAP, R. MILLER&ASSOC. Comp. File ABCC_Lot_28.dwg Mop Revised dote : JUNE 3, 2013. Drawn by WJM 5. Unless otherwise noted, any portion of the parcel that may be deemed as Wetlands by State or Governmental Agencies, hos not been determined and any liobility resulting RICHARD A. MILLER ,fie ASSOCIATES, INC. therefrom is not the responsibility of the undersigned. 6. There may be Restrictions or Easements of Record evidenced by title examination that PROFESSIONAL LAND SURVEYORS hove not been shown hereon. 6701 BEACH BOUL`VARD, SUIT 200 Fox (904) 721-5758 ABBREVIATIONS THAT MAY BE USED IN THIS SURVEY JACKSONVILLE, FLORIDA .L216 Tele. (904) 721-1226 ABBREVIADON DEFINITION ABBREVIATION DEFINITION P C.P. Permanent Control Point L.B. Licensed Business 7)115 Is TO CSC PFY TN,r MIS SURVEr IS A TRUE REPRESENTARLN OF AN ACTUAL P.R.M. Permanent Reference Monument R.L.S. Registered Land Surveyor FIELD SURVEY,MADE'ANDER MY SUPERVISION AND IN ACCORDANCE IMIH THE P.O.B. Point of Beginning J.E.A. Jacksonville Electric Authority MINIMUM TECHNICAL 5TANDARDS.AS I"Jf•NEP ANT'SET FORTH BY THE FLORIDA P.C. Point of Curvature EQUIP Equipment BOARD of PRCCSSRNAL LANt,SLAW 0':3 n.1D MAPPERS,IN CHAPTER 5.1-17, F.T Point of Tangency A/C Air Conditioner (formerly CHAP IFR 61077-6),FLORIDA ADMINISTRA RIC CODE PURSUANT TO P.R.C. Point of Reverse Curvature C.A.T V. Coble Television SECTION 172.027,FLORIDA.rAnHES P.I. Point of Intersection OHL Overhead Lines R/W Right of Way (F.M.) Field Measured O.R.V. Official Records Volume R= Radius equals r'.� D.B. Deed Book L= Arc Lenth equals J Pg. Page Ch.= Chord Bearing &Distance equals BY: % .,... mit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These tri IFits8elcoprbgr values established by others. MiTeks RE: 1776822 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Timberline Construction Project Name: 1776822 Model: Custom Lot/Block: . Subdivision: . Address: 1721 Atlantic Beach Dr., . City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Chris Sabourin License #: CA32529 Address: 1205 Beach Blvd., . City: Jacksonville Beach State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 107 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17331092 CJO1 6/13/19 23 T17331114 F01 6/13/19 2 T17331093 CJO1A 6/13/19 24 T17331115 F02 6/13/19 3 T17331094 CJO2 6/13/19 25 T17331116 F03 6/13/19 4 T17331095 CJO2A 6/13/19 26 T17331117 F05 6/13/19 5 T17331096 CJ03 6/13/19 27 T17331118 F06 6/13/19 6 T17331097 CJO3A 6/13/19 28 T17331119 FO6A 6/13/19 7 T17331098 CJO4 6/13/19 29 T17331120 FO6B 6/13/19 8 T17331099 CJO4A 6/13/19 30 T17331121 F07 6/13/19 9 T17331100 CJO5 6/13/19 31 T17331122 F08 6/13/19 10 T17331101 CJO5A 6/13/19 32 T17331123 F09 6/13/19 11 T17331102 CJO6 6/13/19 33 T17331124 F10 6/13/19 12 T17331103 EJ01 6/13/19 34 T17331125 F11 6/13/19 13 T17331104 EJ02 6/13/19 35 T17331126 F12 6/13/19 ` 14 T17331105 EJ03 6/13/19 36 T17331127 F13 6/13/19 15 T17331106 EJ04 6/13/19 37 T17331128 F14 6/13/19 16 T17331107 EJ05 6/13/19 38 T17331129 F15 6/13/19 ---. __ 17 117331108 EJ06 6/13/19 39 T17331130 F16 6/13/19 18 717331109 EJ07 6/13/19 40 717331131 F17 6/13/19' ' i i °coo-fs 19 T17331110 EJ08 6/13/19 41 T17331132 FKW 1 6/13/11 N"� "w' W 20 117331111 EJ09 6/13/19 42 T17331133 FKW2 6/13/1 0 �ot„c o — 21 717331112 EJ10 6/13/19 43 T17331134 FKW3 6/13/11 o Nrbm�a,, R < 22 T17331113 EJ11 6/13/19 44 T17331135 FKW4 6/13/1 L0.— S- &>1'61,g I ", W to,,S S f, z The truss drawing(s) referenced above have been prepared by . 1.%` PEL S. •MiTek USA, Inc. under my direct supervision based on the parameters7' , provided by Builders FirstSource-Jacksonville.Truss Design Engineer's Name: Magid, Michael * -1 N My license renewal date for the state of Florida is February 28, 2021. = .'�'. TATE OF �/� S` IM PORTANT NOTE:The seal on these truss component designs is a certification • tS' that the engineer named is licensed in the jurisdiction(s)identified and that the T.`.,�4 O P..**?�: b designs comply with ANSI/TPI 1. These designs are based upon parameters •� , O R •'. (I.\�. , XI shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 1 'i SS`/ �� `•N C� given to MiTek or TRENCO. Any project specific information included is for MiTek's or �I,���N A;,,`��� .A TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the - Michael S.Magid PE No.53681 = applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.Ft.Cert 6634_. r'C:1 N the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: June 13,2019 Magid, Michael 1 of 2 O G SUBMITTAL REVIE NOTED F F I C E C O�Y SF App DRAWIN ❑APPROVE WITH CHANGE IJ REVISE AND 0 REJECTED- REVISE RESUBMIT ITYAND SUBMITTAL WAS REVIEWED FOR DESIGN CONFORM CONFORMANCE TO CONTRACT DOCUMENTS EEFTS ONLY THE SUBCONTRACTOR FOR CONFIRMING TING DIMENSIONS AT JOBSITE FOR TOLERANCE CORRELATING OF CONSTRUCTION, ON FABRICATION CLEARANCE.QUANTITIES,fABRI FOR PROCESSES TECHNIQUES H OTHER TRADES AND ANDS WORK �R TRA FULL COMPLIANCE WITH CONTRACT,- OC�� FULLpate: �( By: Engineering,LLC Sabo Structural Eng FL 32250 Jacksonville Beach, RE: 1776822 - Site Information: Customer Info: Timberline Construction Project Name: 1776822 Model: Custom Lot/Block: . Subdivision: . Address: 1721 Atlantic Beach Dr., . City: Atlantic Beach State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 45 T17331136 FKW5 6/13/19 102 T17331193 TF02 6/13/19 46 T17331137 HJO1 6/13/19 103 T17331194 TF03 6/13/19 47 T17331138 HJO1A 6/13/19 104 T17331195 TF04 6/13/19 48 T17331139 HJO2 6/13/19 105 T17331196 TF05 6/13/19 49 T17331140 HJO2A 6/13/19 106 T17331197 TF06 6/13/19 50 T17331141 HJO3 6/13/19 107 T17331198 TF07 6/13/19 51 T17331142 HJO4 6/13/19 52 T17331143 T01 6/13/19 53 T17331144 T02 6/13/19 54 T17331145 T03 6/13/19 55 T17331146 104 6/13/19 56 T17331147 105 6/13/19 57 T17331148 T06 6/13/19 58 T17331149 T07 6/13/19 59 T17331150 T08 6/13/19 60 T17331151 T09 6/13/19 61 T17331152 T10 6/13/19 62 T17331153 T11 6/13/19 63 T17331154 T12 6/13/19 64 T17331155 T13 6/13/19 65 T17331156 T14 6/13/19 66 T17331157 T15 6/13/19 67 T17331158 T16 6/13/19 68 T17331159 T17 6/13/19 69 T17331160 T18 6/13/19 70T17331161 T19 6/13/19 OFFICE COPY 711 717331162 720 6/13/19 72 T17331163 T21 6/13/19 73 T17331164 T22 6/13/19 74 T17331165 T24 6/13/19 75 T17331166 T25 6/13/19 76 T17331167 T26 6/13/19 77 T17331168 T27 6/13/19 78 T17331169 T28 6/13/19 79 T17331170 T29 6/13/19 80 T17331171 T30 6/13/19 81 T17331172 T31 6/13/19 82 T17331173 T32 6/13/19 83 T17331174 T33 6/13/19 84 T17331175 T34 6/13/19 85 T17331176 T35 6/13/19 86 T17331177 T36 6/13/19 87 T17331178 T37 6/13/19 88 T17331179 T38 6/13/19 89 T17331180 T39 6/13/19 90 T17331181 T40 6/13/19 91 T17331182 T41 6/13/19 92 T17331183 T42 6/13/19 93 T17331184 T43 6/13/19 94 T17331185 T44 6/13/19 95 T17331186 T45 6/13/19 96 T17331187 T46 6/13/19 97 T17331188 T47 6/13/19 98 T17331189 T48 6/13/19 99 T17331190 T49 6/13/19 100 T17331191 T50 6/13/19 101 T17331192 TF01 6/13/19 2 of 2 Isll�llll� ' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekp RE: 1776822 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Timberline Construction Project Name: 1776822 Model: Custom Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 1721 Atlantic Beach Dr., . City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Chris Sabourin License#: CA32529 Address: 1205 Beach Blvd., . City: Jacksonville Beach State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 107 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17331092 CJO1 6/13/19 23 T17331114 F01 6/13/19 2 T17331093 CJO1A 6/13/19 24 T17331115 F02 6/13/19 3 T17331094 CJO2 6/13/19 25 T17331116 F03 6/13/19 4 T17331095 CJO2A 6/13/19 26 T17331117 F05 6/13/19 5 T17331096 CJO3 6/13/19 27 T17331118 F06 6/13/19 6 T17331097 CJO3A 6/13/19 28 T17331119 FO6A 6/13/19 7 T17331098 CJO4 6/13/19 29 T17331120 FO6B 6/13/19 8 T17331099 CJO4A 6/13/19 30 T17331121 F07 6/13/19 9 T17331100 CJO5 6/13/19 31 T17331122 F08 6/13/19 10 T17331101 CJO5A 6/13/19 32 T17331123 F09 6/13/19 11 T17331102 CJO6 6/13/19 33 T17331124 F10 6/13/19 12 T17331103 EJ01 6/13/19 34 T17331125 F11 6/13/19 13 T17331104 EJ02 6/13/19 35 T17331126 F12 6/13/19 14 T17331105 EJ03 6/13/19 36 T17331127 F13 6/13/19 15 T17331106 EJ04 6/13/19 37 T17331128 F14 6/13/19 16 T17331107 EJ05 6/13/19 38 T17331129 F15 6/13/19 17 T17331108 EJ06 6/13/19 39 T17331130 F16 6/13/19 18 T17331109 EJ07 6/13/19 40 T17331131 F17 6/13/19 19 T17331110 EJ08 6/13/19 41 T17331132 FKW1 6/13/19 20 T17331111 EJ09 6/13/19 42 T17331133 FKW2 6/13/19 21 T17331112 EJ10 6/13/19 43 T17331134 FKW3 6/13/19 22 T17331113 EJ11 6/13/19 44 T17331135 FKW4 6/13/19 The truss drawing(s)referenced above have been prepared by �‘ ,PEL,S. Mq MiTek USA,Inc.under my direct supervision based on the parameters � �G.• G E N 5• vi• 0 % provided by Builders FirstSource-Jacksonville. Truss Design Engineer's Name: Magid, Michael No 53681 My license renewal date for the state of Florida is February 28,2021. IMPORTANT NOTE:The seal on these truss component designs is a certificationSTATE O F :11/ktJ that the engineer named is licensed in the jurisdiction(s)identified and that the .(��•,�j P �`�`�� designs comply with ANSI/TPI 1. These designs are based upon parameters �� � O R X shown(e.g.,loads,supports,dimensions,shapes and design codes),which were SS'/ •"".••�\ `�� given to MiTek or TRENCO. Any project specific information included is for MiTek's or Ji,��''N A;,,`��‘ TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Michael S.Magid PE No.53681 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Gert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: June 13,2019 Magid,Michael 1 of 2 MiTek® MiTek USA, Inc. RE: 1776822 - 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Timberline Construction Project Name: 1776822 Model: Custom Lot/Block: . Subdivision: . Address: 1721 Atlantic Beach Dr., . City: Atlantic Beach State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 45 T17331136 FKW5 6/13/19 102 117331193 TF02 6/13/19 46 T17331137 HJO1 6/13/19 103 T17331194 TF03 6/13/19 47 117331138 HJO1A 6/13/19 104 T17331195 TF04 6/13/19 48 T17331139 HJO2 6/13/19 105 T17331196 TF05 6/13/19 49 T17331140 HJO2A 6/13/19 106 T17331197 TF06 6/13/19 50 T17331141 HJO3 6/13/19 107 T17331198 TF07 6/13/19 51 T17331142 HJO4 6/13/19 52 T17331143 101 6/13/19 53 T17331144 102 6/13/19 54 T17331145 103 6/13/19 55 T17331146 104 6/13/19 56 T17331147 T05 6/13/19 57 T17331148 106 6/13/19 58 T17331149 107 6/13/19 59 T17331150 108 6/13/19 60 T17331151 109 6/13/19 61 117331152 T10 6/13/19 62 T17331153 T11 6/13/19 63 T17331154 T12 6/13/19 64 T17331155 T13 6/13/19 65 T17331156 T14 6/13/19 66 T17331157 T15 6/13/19 67 T17331158 116 6/13/19 68 T17331159 T17 6/13/19 69 T17331160 T18 6/13/19 70 T17331161 T19 6/13/19 71 T17331162 T20 6/13/19 72 T17331163 T21 6/13/19 73 T17331164 T22 6/13/19 74 T17331165 T24 6/13/19 75 T17331166 T25 6/13/19 76 T17331167 T26 6/13/19 77 117331168 T27 6/13/19 78 T17331169 T28 6/13/19 79 T17331170 T29 6/13/19 80 T17331171 T30 6/13/19 81 T17331172 T31 6/13/19 82 T17331173 T32 6/13/19 83 117331174 T33 6/13/19 84 T17331175 T34 6/13/19 85 117331176 T35 6/13/19 86 T17331177 T36 6/13/19 87 T17331178 T37 6/13/19 88 T17331179 T38 6/13/19 89 T17331180 T39 6/13/19 90 T17331181 T40 6/13/19 91 T17331182 T41 6/13/19 92 T17331183 142 6/13/19 93 T17331184 T43 6/13/19 94 T17331185 T44 6/13/19 95 T17331186 T45 6/13/19 96 T17331187 T46 6/13/19 97 T17331188 T47 6/13/19 98 T17331189 T48 6/13/19 99 T17331190 T49 6/13/19 100 T17331191 T50 6/13/19 101 T17331192 TF01 6/13/19 2 of 2 Job Truss Truss Type Qty Ply 117331092 1776822 CJO1 Jack-Open 10 1 • Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:26:27 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-G7JZj7gu3KdFMzinkbP3Em H?T5FNfsSeNV0o8uz6jlQ 1-0-0 1-0-0 5.00 12 / Scale=1:7.8 2 1 all .13 3x4 = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=30/0-5-8,2=25/Mechanical,3=5/Mechanical Max Horz 1=32(LC 12) Max Uplift 1=-15(LC 8),2=-31(LC 12),3=-9(LC 8) Max Gray 1=30(LC 1),2=25(LC 1),3=14(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2,3. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 I t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331093 1776822 CJO1A Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2%28 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-kJtywThWgel6_7HzIJwlnzgAD VbfOJinc97MgLz6jlP 1-0-0 1-0-0 5.00 12 Scale=1:7.8 2 1 �/ d d 3x4 = 3 0-11-12 140 0-11-12 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 1 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=31/0-3-12,2=26/Mechanical,3=5/0-3-12 Max Horz 1=27(LC 12) Max Uplift 1=-11(LC 12),2=-28(LC 12) Max Gray 1=31(LC 1),2=26(LC 1),3=14(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. Michael S.Magid PE No.53881 MiTek USA,Inc.FL CM 6634 6904 Parke East Blvd.Tampa FL 33610 Data: June 13,2019 � 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not is" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331094 1776822 CJO2 Jack-Open 6 1 • Job Reference(optional) Builders FirstSource, .t Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:26:28 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-kJtywThWgel6_7HzlJwlnzg6SVa2OJinc97MgLz6jlP 3-0-0 3-0-0 Scale:1"=1' 2 5.00 FIT I1 od1 rn PP ElmM II =, 3 304 = 3x6 II 3-0-0 3-0-0 Plate Offsets(X,Y)— 11:0-0-0,0-1-6],[1:0-1-11,0-4-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=73/Mechanical,3=14/Mechanical,1=87/0-5-8 Max Horz 1=79(LC 12) Max Uplift 2=-82(LC 12),3=-26(LC 8),1=-50(LC 8) Max Gray 2=73(LC 1),3=41(LC 3),1=87(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=l3Dmph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parka East Blvd.Tampa FL 33610 Data: June 13,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331095 1776822 CJO2A Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2629 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-C V RK8pi8bytybHsArORXJ BMGPvvA7myxgptvCnz6jlO 3-0-0 3-0-0 Scale:1"=1' 2 5.00 • o - d 1 PP 3x4 = =' 3 3x8 I I 0-8-4 3-0-0 0-8-4 2-3-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-61,11:0-2-7,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 2=75/Mechanical,3=14/Mechanical,1=89/0-3-8 Max Horz 1=79(LC 12) Max Uplift 2=-83(LC 12),3=-27(LC 8),1=-52(LC 8) Max Gray 2=75(LC 1),3=42(LC 3),1=89(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parts East Blvd.Tampa FL 39610 Data: June 13,2019 4omm A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Crkerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 717331096 1776822 CJ03 Jack-Open 6 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:29 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-CVRK8pi8bytybHsArORXJ BM Egvtj7myxgptvCnz6jl0 5-0-0 5-0-0 Scale=1:17.0 2 5.00 FlY 0 ab � N 9 3 3x4 = 3x6 II 5-0-0 5-0-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-6],[1:0-1-11,0-4-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.04 1-3 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left 2x4 SP No.3 REACTIONS. (lb/size) 2=127/Mechanical,3=24/Mechanical,1=151/0-5-8 Max Horz 1=123(LC 12) Max Uplift 2=-134(LC 12),1=59(LC 12) Max Gray 2=127(LC 1),3=71(LC 3),1=151(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=134. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331097 1776822 CJO3A JACK-OPEN 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26;30 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-gi?iL9jnMF?pDRRMPkymsOvRelBssDC43TcSkDz6jlN 5-0.0 5-0-0 Scale:3/4"=1' 2 rl 5.00 ,2 It cri CS! APIP MEMA 4x4 = 3 3x8 I I 0-8-4 5-0-0 0-8-4 4-3-12 Plate Offsets(X,V)— [1:0-0-0,0-1-14],[1:0-2-7,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.06 3-8 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.05 3-8 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 2=97/Mechanical,3=35/Mechanical,1=184/0-3-8 Max Horz 1=108(LC 12) Max Uplift 2=-98(LC 12),3=-51(LC 8),1=-115(LC 8) Max Gray 2=97(LC 1),3=58(LC 3),1=184(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3 except(jt=lb) 1=115. Michael S.Magid PE No.53611 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 DM*: June 13,2019 4 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331098 1776822 CJO4 Jack-Open 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:31 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-8uZ4ZVkP7Z7grbOYzRT?OcSg6iaHbgSE17MOHgz6jIM 2-5-8 2-10-6 2-5-8 0-4-14 0J-1-1110 Scale:1".1' 3 4 I I 5.00 d d 5 PP d111 ',I . o —I- ■I 6 2x4 II 3x4 = 3x6 II 2-5-8 3-0-0 2-5-8 0-6-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-6],[1:0-1-11,0-4-13] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=-6/Mechanical,1=82/0-5-8,3=93/Mechanical Max Horz 1=80(LC 12) Max Uplift 5=-6(LC 1),1=-25(LC 12),3=-92(LC 12) Max Gray 5=12(LC 12),1=82(LC 1),3=93(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1,3. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 f / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331099 1776622 CJO4A Jack-Open 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26;31 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-8uZ4ZVkP7Z7grbOYzRT?OcSg?icWbgSE I7MOHgz6jIM 1-10-4 2-3-0 2)4-12 1-10-4 0-4-12 0-1-1 Scale:1"=1' 5.00 3 4 12 io d / d 5 110 1N 6 2x4 I I 3x8 117 1-10-4 2-4-12 1-10-4 0-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 >999 180 BOLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins, BOT CHORD 2x4 SP No.2`Except' except end verticals. 2-6:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=65/Mechanical,5=3/Mechanical,3=67/Mechanical Max Horz 7=49(LC 12) Max Uplift 7=-13(LC 12),3=-76(LC 12) Max Gray 7=65(LC 1),5=10(LC 3),3=67(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 8464 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 4 I A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. jut Design valid for use only with MiTek19 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 117331100 1776822 CJO5 Jack-Open 3 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:32 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-d47Smrk1 utFXSIbkX8_Exp_g165KK7iNXn5Zp6z6jIL 2-11-8 5-0-0 2-11-8 2-0-8 Scale=1:17.0 3 rl 6.00 112- 5x8 = 2 N 1 4 � . ■ o 1 1 6 ,/ 2x4 II 4x4 = 3x6 II 2-11-8I 5-0-0 2-11-8 2-0-8 Plate Offsets(X,Y)— [1:0-1-11,0-4-13],[1:0.0-0,0-1-14],[2:0-1-12,0-3-0],[2:0-1-12,0-0-12],[5:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.03 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical,4=64/Mechanical,1=151/0-5-8 Max Horz 1=123(LC 12) Max Uplift 3=-79(LC 12),4=-41(LC 12),1=-59(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,1. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cart 6634 6404 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type City Ply T17331101 1776822 CJO5A Jack-Open 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26;33 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-5Hhr_AlffANO4uAx4sWTU 1 X?PWEv3axXIRr7LYz6jIK 2-4-4 4-4-12 2-4-4 2-0-8 Scale=1:16.2 5.00 12 31i 3x4 II 2 n05 ir Nig 3x4 = 4 1 6 2x4 I I 7 3x8 I I 2-4-4 4-4-12 2-4-4 2-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.03 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, BOT CHORD 2x4 SP No.2`Except` except end verticals. 2-6:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=134/Mechanical,3=91/Mechanical,4=43/Mechanical Max Horz 7=92(LC 12) Max Uplift 7=-48(LC 12),3=-85(LC 12),4=-27(LC 12) Max Gray 7=134(LC 1),3=91(LC 1),4=50(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3,4. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331102 1776822 CJO6 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:33 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-5Hhr_AIffANO4uAx4s WTU 1 XydWG73axXIRr7LYz6jlK 1-0-0 1-0-0 5.00 12 Scale=1:17.4 2x4 1 - o icA - d N N 4 3 3x4 II 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=27/0-5-8,2=22/Mechanical,3=5/Mechanical Max Horz 4=73(LC 9) Max Uplift 4=-80(LC 10),2=-57(LC 9),3=-64(LC 9) Max Gray 4=103(LC 9),2=30(LC 19),3=59(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone,end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. Michael S.Magid PE No,53681 MiTek USA,Inc.FL Cert 6634 6404 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 t 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek i connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,038.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331103 1776822 EJ01 JACK-PARTIAL 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2604 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-ZTEDBWmHQUVFi217eZ1 iOE44UwY6o08g_5agt_z6jlJ I 6-8-8 I 6-8-8 Scale=1:14.1 2 3 2x4 I I 3.00 12 1 e3x8 I I 5 4 2x4 II 4x4 = 6-8-8 6-8-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-15],[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.15 5-8 >519 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.17 5-8 >457 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.02 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=216/Mechanical,1=213/0-5-8 Max Horz 1=87(LC 8) Max Uplift 4=-141(LC 8),1=-112(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=141,1=112. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd,Tampa FL 33610 Date: June 13,2019 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10103/2010 BEFORE USE. Design valid for use only with MiTekA connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331104 _ 1776822 EJ02 JACK-PARTIAL 4 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:35 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-1 fobOsnvBod6JCJJC HYxZScH IJutXUUpDIKDQRz6jll 5-7-0 10-8 5-7-0 0-3-8 2x4 I I Scale=1:13.4 2 3 3.00 12 1 • • •3x8 II5 4 2x4 II 4x4 = 5-10-8 5-10-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-15],[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.09 5-8 >737 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.10 5-8 >676 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=189/Mechanical,1=186/0-5-8 Max Horz 1=76(LC 8) Max Uplift 4=-124(LC 8),1=-98(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 4=124. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 5634 6804 Parke East Blvd.Tampa FL 33410 Date: June 13,2019 t r • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 ley.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandna.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331105 1776822 EJ03 Jack-Partial 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2635 2019 Page 1 I D:YHpvdm0hA7F3p6raEpvTkdz7MH 1-1 fobOsnvBod6JCJJCHYxZScJ_Jx5XTnpDIKDQRz6jll 2-2-12 6-8-8 2-2-12 4-5-12 Scale=1:15.0 2x4 I I 3 4 3.00 I 2x4 II c 2 c3 1 3x4 = 3x85 II 6 x4 II 2x4 II 7 2-0-02-1 6-8-8 2-0-0 d-2-12 4-5-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-7],[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=109/Mechanical,7=320/0-5-8 Max Horz 7=102(LC 8) Max Uplift 5=-85(LC 12),7=238(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-241/357 NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 7=238. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 t t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing R A iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Crfterta,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331106 1776822 EJ04 JACK-PARTIAL 3 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:36 2019 Page 1 ID:YHpvdmOhA7 F3p6raEpvTkdz7MH 1-VsMzcCnXy5lzxMu Wm_3A5f90ij8SGwUzRP3nytz6j IH 6-10-4 I 6-10-4 Sryle=1:14.3 2 3 2x4 II 3.00 FIT 1 c —j ri 5 4 4x4 = 2x4 II 3x8 II 0-6-4 6-10-4 0-6-4 6-4-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-15],[1:0-3-6,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.27 5-10 >306 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.23 5-10 >351 180 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) -0.04 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=203/Mechanical,1=235/0-3-8 Max Horz 1=89(LC 8) Max Uplift 4=-213(LC 8),1=-216(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-166/259 NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=213,1=216. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6404 Parke East Blvd.Tampa FL 33610 Oat,: June 13,2019 t t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331107 1776822 EJ05 JACK-PARTIAL 12 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240$May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2636 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-VsMzcCnXy5lzxMu Wm_3A5f9L8j82GxhzRP3nytz6jlH 7-0-0 7-0-0 Scale=1:20.1 2 A' 5.00 12 •� a c5 ' 4x4 = (♦ 3x8 I I 3 0-84 7-0-0 0-8-4 6-3-12 Plate Offsets(X,V)- [1:0-0-0,0-1-14],[1:0-2-7,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.27 3-8 >309 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.24 3-8 >350 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 2=146/Mechanical,3=52/Mechanical,1=246/0-3-8 Max Horz 1=106(LC 12) Max Uplift 2=-93(LC 12),3=-65(LC 9),1=-124(LC 9) Max Gray 2=146(LC 1),3=86(LC 3),1=246(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3 except(it=lb) 1=124. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Can 6634 6904 Parke East Blvd.Tampa Fl.33610 Data: June 13,2019 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mll Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7811 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331108 , 1776822 EJO6 JACK-PARTIAL 1 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:26:37 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-z2wLpYoAiPtgZWTiJiaPethZz7ST?Nk6g3pKUJz6jIG 5-9-0 I 7-0-0 5-9-0 1-3-0 4x4 = Scale=1:18.9 2 3 PII ri N N 4x4 = S 4 2x4 I I 3x8 I I 0-8-4 5-9-0 7-0-0 0-8-4 5-0-12 1-3-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-6],[1:0-2-7,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 5-10 >266 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.28 5-10 >302 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(CT) -0.15 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 REACTIONS. (lb/size) 3=32/Mechanical,4=166/Mechanical,1=246/0-3-8 Max Horz 1=88(LC 12) Max Uplift 3=-17(LC 8),4=-126(LC 9),1=-131(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-156/260 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 4=126,1=131. Michael S.Magid PE No.53881 MiTek USA,Inc-FL Cert 6634 $904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nei Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331109 1776822 EJ07 JACK-PARTIAL 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2438 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-REUk1 upoTj0hAg2utP5eB4ErcXzdkpvGviYtOmz6jIF 3-9-0 I 7-0-0 3-9-0 3-3-0 Scale=1:15.4 4x8 = 5 12 2 3 � .00 N d 11111111 c5 1 ' 4x4 = 5 4 62x4 II 3x4 = 3x8 I I [ 0-8-4I 3-9-0 7-0-0 0-8-4 3-0-12 3-3-0 Plate Offsets(X,V)- [1:0-2-7,0-8-0],[1:0-0-0,0-1-14],[2:0-5-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 3=86/Mechanical,4=112/Mechanical,1=246/0-3-8 Max Horz 1=58(LC 12) Max Uplift 3=-45(LC 8),4=-101(LC 9),1=-146(LC 9) Max Gray 3=86(LC 1),4=114(LC 3),1=246(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-216/401 BOT CHORD 1-6=-399/167,5-6=-418/170 WEBS 2-5=-201/493 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 4=101,1=146. Michael S.Magid PE 14o.53601 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Oats: June 13,2019 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTelc®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T17331110 1776822 EJ08 JACK-PARTIAL 1 1 Job Reference(optional) Builders FirstSource, .e Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:39 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-vQ26EEgQE08Yopd5R7ctj lnyvx9RTHbP8M IRZCz6jlE 0-10-14 1-9-0 7-0-0 0-10-14 0-10-2 5-3-0 Scale=1:13.7 4x4 = 5.00 12 2 3 1 lI 9 9 d 4x44 52x4 I 3x8 I I 0-8-4 1-9-0 7-0-0 0-8-4 1-0-12 5-3-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-14],[1:0-2-7,0-8-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.30 4-5 >273 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.26 4-5 >315 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.16 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 3=140/Mechanical,4=58/Mechanical,1=246/0-3-8 Max Horz 1=27(LC 12) Max Uplift 3=-73(LC 8),4=-72(LC 9),1=-118(LC 9) Max Gray 3=140(LC 1),4=100(LC 3),1=246(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-231/394 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 1=118. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WOG connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111' • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Criteria,DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331111 1776822 EJ09 Jack-Partial 4 1 Job Reference(optional) a Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2639 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-vQ26EEgQ E08Yopd5R7ctj IntHxCbTIQP8MIRZCz6jIE 2-11-8 7-0-0 2-11-8 4-0-8 Scale=1:21.0 3 g 5.00 12 = c PAW r■ 5 ►, 3x4 I I 4x4 = 3x6 I I 2-11-8 7-0-0 2-11-8 4-0-8 Plate Offsets(X,Y)— [1:0-1-11,0-4-13],[1:0-0-0,0-1-10],[2:0-4-4,0-2-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 2-4 >321 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.16 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5:2x8 SP 2400F 2.0E WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=141/Mechanical,4=74/Mechanical,1=215/0-5-8 Max Horz 1=116(LC 12) Max Uplift 3=-82(LC 12),4=-19(LC 12),1=-47(LC 12) Max Gray 3=141(LC 1),4=88(LC 3),1=215(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,1. Michael S.Magid PE No.53661 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd,Tampa FL 33610 Date: June 13,2019 4 __ ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331112 , 1776822 EJ10 Jack-Partial 3 1 Job Reference(optional) Builders FirstSource, a Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:40 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-OdcUSar2?KGPQzCH?g86GVJ4WKc1 CIgYM01_5ez6jlD I 3-0-0 3-0-0 5.00 12 Scale=1:21.5 2 '1 3x4 II 1 Pia m A c5 II i=/ 4 4x4 I I 3 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ude Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=89/0-5-8,2=72/Mechanical,3=18/Mechanical Max Horz 4=101(LC 9) Max Uplift 4=-8(LC 12),2=-87(LC 12),3=-25(LC 9) Max Gray 4=89(LC 1),2=72(LC 1),3=41(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa Fl.33610 Date: June 13,2019 t / A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. • Design valid for use onty with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331113 1776822 EJ11 Jack-Partial 18 1 Job Reference(optional) • Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2640 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-OdcUSar2?KGPQzCH?g86GVJ?YKbcC IgYM01_5ez6jlD 7-0-0 7-0-0 Scale=1:21.0 2 F1 5.00 12 ‘7, midi 111. 11111. ' 11 3x4 = 3 3x6 I 7-0.0 7-0-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-6],[1:0-1-11,0-4-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.12 1-3 >663 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.18 1-3 >442 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=181/Mechanical,3=34/Mechanical,1=215/0-5-8 Max Horz 1=116(LC 12) Max Uplift 2=-122(LC 12),1=47(LC 12) Max Gray 2=181(LC 1),3=101(LC 3),1=215(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=1b) 2=122. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331114 1776822 F01 FLOOR 4 1 4 Job Reference(optional) Builders FirstSource, a Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:41 2019 Page 1 ID:YH pvdm OhA7F3p6raEpvTkdz7MH1-spAsfwrgmeOFl7nTYXfLojsKVkuQx2libgnYd4z6jIC 1 1-3-0 11-6-13 1 Scale=1:35.3 3x6 = 5x6 = 454 = 3x4 = 3x6 = 1.553 I I 3x4 = 356 FP= 354 = 4x4 = 5x8 = 1 2 3 4 5 6 7 8 9 10 11 i ICI. V •A a / \ /\/ \ • •641I. a\ ...- .I _ e .e _\/_\/\,/ . - F 25 24 23 22 21 20 19 18 17 16 15 14 13 12 2x4 I I 5x8 = 4x4 = 3512 MT2OHS FP = 354 = 1.553 I I 3x4 = 1.5x3 II 3x4 = 4x4 = 556 = 2x4 I I 3x4 = 1.5x3 II 1-4-8 3-10-8 6-4-8 7-9-0 12-0-13 13-3-13 14-8-5 17-2-5 19-8-5 21-0-13 1 1-4-8 1 2-6-0 1 2-6-0 1 1-4-8 1 4-3-13 1 1-3-0 1 1-4-8 1 2-6-0 1 2-6-0 1 1-4-8 1 Plate Offsets(X,Y)- [1:Edge,0-1-8],[6:0-1-8,Edge),[11:0-1-8,Edge],[12:0-1-8,Edge],[19:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.24 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.33 17-18 >751 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:117 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPM 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1152/Mechanical,12=1152/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1145/0,11-12=-1145/0,1-2=-887/0,2-3=-2316/0,3-4=-3267/0,4-5=3884/0, 5-6=-3884/0,6-7=-3799/0,7-9=-3274/0,9-10=-2314/0,10-11=-887/0 BOT CHORD 23-24=0/1716,22-23=0/2895,20-22=0/3631,19-20=0/3631,18-19=0/3884,17-18=0/3884, 16-17=0/3656,15-16=0/3656,14-15=0/2889,13-14=0/1718 WEBS 11-13=0/1369,1-24=0/1368,10-13=1319/0,2-24=-1317/0,10-14=0/947,2-23=0/953, 9-14=-913/0,3-23=-919/0,9-15=0/610,3-22=0/591,7-15=-590/0,422=561/0, 7-17=0/369,4-19=111/709,6-17=-447/196,5-19=-271/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Refer to girder(s)for truss to truss connections. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53611 MiTek LISA,Inc.FL Cert 6634 5904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 I i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVINTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfP11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331115 1776822 F02 FLOOR 8 1 Job Reference(optional) • Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26042 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-K?jEsFsIXxW6fHMf6FAaLwPVJ8DngV0rgK W5AXz6jlB I 13-0 ) I 1-6-5 Scale=1:35.2 3x6 = 4x6 = 4x4 = 3x4 = 3x6 = 1.5x3 II 3x4 = 3x6 FP= 3x4 = 4x4 = 4x6 = 1 2 3 4 5 8 7 8 9 10 11 • • IA 1 lq \ /\/ \ e \/ \/\,/ \v t C 25 24 23 22 21 20 19 18 17 16 15 14 13 2x4 II 5x6 = 4x4 = 3x12 MT2OHS FP = 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 4x4 = 4x6 = 2x4 II 3x4 = 1.5x3 II 1-4-8 3-10-8 6-4-8 7-9-0 12-0-5 13-3-5 14-7-13 17-1-13 19-7-13 21-0-5 1-4-8 I 2-6-0 I 2-6-0 I 1-4-8 I 4-3-5 1-3-0 I 1-4-8 I 2-6-0 I 2-6-0 I 1-0- Plate Offsets(X,Y)- j1:Edge,0-1-81,[6:0-1-8,Edge],j11:0-1-8,Edgel,[12:0-1-8,Edgel,[19:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.24 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(CT) -0.33 17-18 >757 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:117 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1150/Mechanical,12=1150/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1143/0,11-12=-1143/0,1-2=-885/0,2-3=2311/0,3-4=-3258/0,4-5=-3869/0, 5-6=-3869/0,6-7=-3786/0,7-9=-3264/0,9-10=2309/0,10-11=-885/0 BOT CHORD 23-24=0/1713,22-23=0/2888,20-22=0/3620,19-20=0/3620,18-19=0/3869,17-18=0/3869, 16-17=0/3645,15-16=0/3645,14-15=0/2882,13-14=0/1714 WEBS 11-13=0/1366,1-24=0/1365,10-13=1316/0,2-24=-1314/0,10-14=0/944,2-23=0/950, 9-14=-910/0,3-23=-916/0,9-15=0/607,3-22=0/588,7-15=-587/0,4-22=-559/0, 7-17=0/365,4-19=112/700,6-17=-441/196,5-19=-266/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Refer to girder(s)for truss to truss connections. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6804 Parke East Blvd.Tampa FL 33810 Data: June 13,2019 • / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mir Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1 117331116 1776822 F03 FLOOR 6 1 Job Reference(optional) Builders FirstSource, r Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:43 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-oCHd4btwlFezHRxsgyhptsxfDYYnPy??2_Geizz6jlA 1 1-3 0 I I 1-9-5 { Scale=1:36.1 3x4 = 5x6 = 4x4 = 3x4 = 4x6 = 3x4 II 3x6 = 3x6 = 358 FP= 4x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 G� OA Ge p k / \ ///` ��\/ _ -\/ ///` 2 \/\�7 \ ,ALJ il 25 24 23 22 21 20 19 18 17 16 15 14 13 2x4 I I 5x8 = 4x4 = 3x8 MT2OHS FP = 1.5x3 I I 4x6 = 3x4 I I 3x4 = 1.5x3 I I 3x4 = 4x4 = 5x6 = 2x4 I I 3x4 = 1-4-8 3-10-8 6-4-8 7-9-0 12-6-5 13-9-5 15-1-13 17-7-13 20-1-13 21-6-5 1-4-8 ( 2-6-0 I 2-6-0 I 1-4-8 4-9-5 11-3-0 I 1-4-8 I 2-6-0 I 2-6-0 11-4-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[11:0-1-8,Edge],[12:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.27 17-18 >949 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0,37 17-18 >692 240 MT2OHS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:123 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPM 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1177/Mechanical,12=1177/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1170/0,11-12=-1170/0,1-2=-908/0,2-3=-2379/0,3-4=-3370/0,4-5=-4051/0, 5-6=-4051/0,6-7=-3945/0,7-9=-3377/0,9-10=2377/0,10-11=-909/0 BOT CHORD 23-24=0/1758,21-23=0/2978,20-21=0/3753,19-20=0/3753,18-19=0/4051,17-18=0/4051, 16-17=0/3782,15-16=0/3782,14-15=0/2972,13-14=0/1760 WEBS 11-13=0/1402,1-24=0/1401,10-13=-1351/0,2-24=-1350/0,10-14=0/979,2-23=0/985, 9-14=-945/0,3-23=-952/0,9-15=0/644,3-21=0/622,7-15=-624/0,4-21=-591/0, 7-17=0/396,4-19=89/789,6-17=-500/192,5-19=-309/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Refer to girder(s)for truss to truss connections. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 Il r i i l MINIM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ml• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331117 1776822 F05 FLOOR 3 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26}44 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-GOr?HxuZ3ZmqubV2EgC2QLUoDyxM8VU8He?CEPz6jl9 0-1-8 H I 1-3-0 I I 2-1-8 Scale=1:15.2 3x10 = 3x4 = 1 3x4 = 2 3 3x10 = 4 11 .. 1. 3 - 0 le e e F 1 9 8 73x4 = 3x6 = 63x4 = 3x6 = 354 = 1.5x3 II 1-6-0j 5-7-8 i 6-10-8 8-3-0 1-6-0 4-1-8 1-3-0 1-4-8 Plate Offsets(X,Y)— [2:0-4-8,Edge],[3:0-4-8,Edge],[4:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.05 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.05 8 >999 240 BCLL 0.0 Rep Stress Ina: YES WB 0.20 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:54 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=437/0-5-0,5=443/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-432/0,4-5=-436/0,1-2=-291/0,2-3=-567/0,3-4=-278/0 BOT CHORD 8-9=0/566,7-8=0/567,6-7=0/566 WEBS 4-6=0/430,1-9=0/421,3-6=-429/0,2-9=-411/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: June 13,2019 r __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 091-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331118 _ 1776822 F06 FLOOR 7 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:45 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-kaPNVHuBgsuhWk4EnNjHzZ1 v9L9JtvRIWIllmsz6jl8 0-1-8 H I 1-3-0 I I 2-1-0 Scale:12"=1' 4x4 = 1.5x3 = 3x4 = 3x4 = 1.5x3 II 3x4 = 4x4 = 1 2 3 4 5 3x10 = 6 7 o a a a o a 6 = \ A/ \ 0 14 13 12 11 10 9 3x4 = 4x4 = 3x4 = 3x4 = 3x6 = 3x4 = 4x4 = 1.5x3 II 1-6-0I 4-0-0 I 9-1-0 I 10-4-0 I 12-10-0 I 14-2-8 1-6-0 2-6-0 5-1-0 1-3-0 2-6-0 1-4-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[5:0-4-8,Edge],[7:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.20 12-13 >831 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.03 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:82 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:11-12,10-11. REACTIONS. (lb/size) 15=765/0-5-0,8=771/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-758/0,7-8>768/0,1-2=-589/0,2-3=-1392/0,3-4=-1715/0,4-5=-1715/0,5-6=1374/0,6-7=-565/0 BOT CHORD 13-14=0/1110,12-13=0/1637,11-12=0/1715,10-11=0/1713,9-10=0/1082 WEBS 7-9=0/872,1-14=0/862,6-9=-820/0,2-14=-827/0,6-10=0/467,2-13=0/448,5-10=582/0,3-13=-389/0, 3-12=72/364 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 4 I AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331119 1776822 FOGA FLOOR 2 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26;45 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-kaP NVH uBgsuh Wk4EnNjHzZ1_iLH9tyQ I WIllm sz6j I8 I 1-3-0 I I 1-9-8 I Scale=1:15.7 3x4 = 1.5x3 II 3x4 = 1 3x4 = 2 3 4304 = 5 o a _ / —1\ / / \./r ''' : 1 � 10 9 8 3x4 = 3x4 1 7X. 3x4 = 1.5x3 II 1.5x3 II 1.5x3 II 1-4-8 7-2-0 8-6-8 1-4-8 I 5-9-8 I 1-4-8 Plate Offsets(X,Y)— 12:0-1-8,Edgel,(5:0-1-8,Edge],[8:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:48 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=463/0-3-8,6=463/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-453/0,5-6=-463/0,1-2=-300/0,2-3=-608/0,3-4=-608/0,4-5=-306/0 BOT CHORD 9-10=0/608,8-9=0/608,7-8=0/569 WEBS 5-7=0/471,1-10=0/463,4-7=-419/0,2-10=-475/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cert 6634 6604 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 it it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPtl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In!ormatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331120 1776822 FO6B FLOOR 4 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:46 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-CnzlidvpbA0Y8ufRL5E W VmZ9KIflcPxRIyUJJlz6jl7 1-3-0I I 1-3-14 Scale=1:14.9 3x4 = 1.5x3 II 3x4 = 1 3x4 = 2 3 43x4 = 5 • • • • < \ • 1 \ — rd s . \s/; 3x4 = 3x4 = 11 10 9 8 7 6 3x4 = 1.5x3 II 1.5x3 I I 1.5x3 II 1-4-8I 6-8-6 { 8-0-14 1-4-8 5-3-14 1-4-8 Plate Offsets(X,Y)- 12:0-1-8,Edgel,[5:0-1-8,Edgel,[8:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:46 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=437/Mechanical,6=437/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=430/0,5-6=-435/0,1-2=-277/0,2-3=-549/0,3-4=-549/0,4-5=-282/0 BOT CHORD 9-10=0/549,8-9=0/549,7-8=0/528 WEBS 5-7=0/435,1-10=0/427,4-7=-392/0,2-10=-420/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53991 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa F1.33610 Data: June 13,2019 I I moms A WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. '• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331121 1776822 F07 FLOOR 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26;46 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-CnzlidvpbAOY8ufRL5E W VmZBkIeGcP2RIyUJJlz6j I7 I 1-3-0 I I 2-0-8 I Scale=1:14.9 3x10 = 3x4 = 1 3x4 = 2 3 3x10 = 4 .. . . :I\\ : • - ° . \•/E 10 93x4 = 8 7 3x6 = 63x4 = 3x6 —1.5x3 II 1.5x3 II 1-4-8 5-5-0 6-8-0 8-0-8 1-4-8 I 4-0-8 I 1-3-0 I 1-4-8 Plate Offsets(X,V)- [2:0-4-8,Edge],[3:0-4-8,Edge],[4:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.05 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.05 8 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:52 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=435/0-5-0,5=435/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-429/0,4-5=-429/0,1-2=-271/0,2-3=-549/0,3-4=-271/0 BOT CHORD 8-9=0/548,7-8=0/549,6-7=0/548 WEBS 4-6=0/418,1-9=0/418,3-6=-413/0,2-9=-413/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 93610 Date: June 13,2019 i H A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331122 1776822 F08 FLOOR 4 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:47 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-gzX7wzwRMU8P12Edvom I2_6DN9rU Lg2azcEsrkz6jl6 0-1-8 H I 1-3-0 I I 1-7-8 Scale=1:20.7 4x4 = 1.5x3 = 3x4 = 3x4 = 3x4 = 4x4 = 1 2 3 4 5 3x4 = 6 o e tea\ iS — \ IF \ / \ / 0 05 y�x}' e - - N'Vt_ e 47! 13 12 11 10 9 8 33xx4 = 4x4 = 3x4 = 3x4 = 1.5x3 II 1.5x3 II 4x4 = 1.5x3 II 1-6-0 4-0-0I 6-6-0 I 7-9-0 I 8-4-8 I 9-7-8 I 10-10-8 12-3-0 1-6-0 2-6-0 2-6-0 1-3-0 0-7-8 1-3-0 1-3-0 1-4-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[4:0-1-8,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.15 10-11 >936 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.20 10-11 >707 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:69 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (lb/size) 14=657/0-5-8,7=663/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-654/0,6-7=-629/0,1-2=-493/0,2-3=-1122/0,3-4=-1267/0,4-5=-1069/0,5-6=-468/0 BOT CHORD 12-13=0/917,11-12=0/1320,10-11=0/1069,9-10=0/1069,8-9=0/1069 WEBS 6-8=0/722,1-13=0/720,5-8=-927/0,2-13=-673/0,2-12=0/325,3-12=-314/0,5-9=0/390,4-10=-350/0,411=13/374 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53881 MiTek USA,Inc.FL CM 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 it it A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331123 1776822 F09 FLOOR 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2448 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H1-995W7Jx37nGGNCppTWH_aBfOUZAM4HakCGzPNAz6jl5 1-3-0 I I 2-1-4 Scale=1:19.4 1 2 3 4 5 6 0 / / • • \/ °t" 1. 12 11 10 9 8 3x6 = 1.5x3 II 1.5x3 II 1.5x3 II 1-4-8I 3-10-8 I 6-4-8 I 7-7-4 8-10-4 I 10-1-4 I 11-5-12 1-4-8 2-6-0 2-6-0 1-2-12 1-3-0 1-3-0 1-4-8 Plate Offsets(X,Y)— [5:0-1-8,Edgel,[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 10-11 >688 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.26 10-11 >522 240 BCLL 0.0 Rep Stress lncr YES WB 0.33 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:64 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:9-10. REACTIONS. (lb/size) 13=624/0-3-3,7=624/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-612/0,6-7=-593/0,1-2=-434/0,2-3=-1034/0,3-4=-1003/0,4-5=-1003/0,5-6=-444/0 BOT CHORD 11-12=0/849,10-11=0/1143,9-10=0/1003,8-9=0/1003 WEBS 6-8=0/684,1-12=0/669,5-8=-864/0,2-12=-660/0,2-11=0/293,5-9=0/303,3-10=-276/90 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.63681 MITek LISA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke)connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply ' T17331124 1776822 F10 FLOOR 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:48 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-995 W7Jx37nGGNCppTVVH_aBfUzZE641ekCGzPNAz6jl5 1-3-0I 3 0I 1-5-12_ Scale=1:17.4 1 2 3 4 5 • \ Ak\ALM. \ / \ /.' 1e . 11 10 9 8 7X�J 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1-4-8I 3-10-8 I 5-1-8 I 6-10-4 I 8-1-4 I 9-5-12 j 1-4-8 2-6-0 1-3-0 1-8-12 1-3-0 1-4-8 Plate Offsets(X,V)- 13:0-1-8,Edge],[4:0-1-8,Edge],[5:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.07 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:53 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=514/0-3-3,6=514/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-507/0,5-6=-497/0,1-2=-350/0,2-3=-733/0,3-4=-728/0,4-5=-342/0 BOT CHORD 10-11=0/673,9-10=0/728,8-9=0/728,7-8=0/728 WEBS 5-7=0/528,1-11=0/540,4-7=-596/0,2-11=-513/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53981 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 53610 Date: June 13,2019 1 I MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331125 1776822 Fl1 FLOOR 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2449 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-dMeuLfyhu5O7?M000DoD7PBgGzgopn5tRwjzvdz6jl4 1-3-0 [ 1-11-12 Scale=1:13.9 3x4 = 3x4 = 1 3x4 = 2 3 3x4 = 4 • • • 7 / --I / 3x4 = 3x4 = 103 9 6 7 6 1.5x3 II 1.5x3 I 1.5x3 II 1.5x3 II 1-4-8 6-1-4 7-5-12 1-4-8 4-8-12 1-4-8 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.03 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.04 8 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:42 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=404/0-3-3,5=404/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-398/0,4-5=-398/0,2-3=-481/0 BOT CHORD 8-9=0/481,7-8=0/481,6-7=0/481 WEBS 4-6=0/380,1-9=0/380,3-6=-363/0,2-9=-363/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53881 MiTek USA,Inc.FL CM 8634 8604 Parise East Blvd.Tampa FL 03810 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply 117331126 1776822 F12 FLOOR 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:50 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-5YCGY?yJfPW cWzCawJSgcksFMOTY5xlfaSWS3z6j13 13-0I I 1-10-3 Scale=1:38.4 5x6 = 4x6 = 4x4 = 3x6 FP= 4x4 = 4x6 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 e 3 r` i 7 14 7 -\,/ \v/ a e e - - m _ m 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 6x8 = 4x6 II 3x6 FP= 30/8 FP= 4x6 II 6x8 = 1-4-8 3-10-8 6-4-8 7-9-0 9-0-0 13-10-3 15-1-3 16-5-11 18-11-11 21-5-11 22-10-3 1 1-4-8 ( 2-6-0 I 2-6-0 I 1-4-8 11-3-0 4-10-3 11-3-0 11-4-8 I 2-6-0 I 2-6-0 I 1-4-8 Plate Offsets(X,Y)- [1:Edge,0-1-81,[11:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.25 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(CT) -0.35 19-20 >781 240 BCLL 0.0 Rep Stress Ina' YES WB 0.72 Horz(CT) 0.04 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:160 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=1250/0-3-0,12=1250/0-3-3 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-27=-1231/0,11-12=-1231/0,1-2=-1001/0,2-3=-2657/0,3-4=-3810/0,45=-4524/0, 5-6=-4770/0,6-8=-4524/0,8-9=-3810/0,9-10=2657/0,10-11=-1001/0 BOT CHORD 25-26=0/1951,24-25=0/3335,22-24=0/4308,21-22=0/4308,20-21=0/4770,19-20=0/4770, 18-19=0/4770,17-18=0/4308,15-17=0/4308,14-15=0/3335,13-14=0/1951 WEBS 11-13=0/1508,1-26=0/1508,10-13=-1471/0,2-26=-1471/0,10-14=0/1095,2-25=0/1095, 9-14=-1049/0,3-25=-1049/0,9-15=0/737,3-24=0/737,8-15=-749/0,424=749/0, 8-18=0/417,4-21=0/417,6-18=-717/137,5-21=-717/137,5-20=314/367,6-19=-314/367 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 • 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ligl • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331127 1776822 F13 FLOOR 1 1 - Job Reference(optional) a Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2601 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-ZkmelKzyPierEfYO8eghCgH 1 OmJRHZLAuE C3_Vz6j12 I 1143 Scale=1:34.9 3x6 = 4x6 = 4x4 = 3x4 = 3x6 = 1.5x3 II 3x4 = 3x6 FP= 3x4 = 4x4 = 4x6 = 1 2 3 4 5 6 7 8 9 10 11 e m ° Li If. \/ \ \ / \ / ; ee a a - .I 2 24 23 22 21 20 19 18 17 16 15 14 13 2x4 I I 4x6 = 4x4 = 3x12 MT2OHS FP = 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 4x4 = 4x6 = 2x4 II 3x4 = 1.5x3 II 1-4-8 3-10-8 6-4-8 7-9-0 11-10-3 13-1-3 14-5-11 16-11-11 19-5-11 20-10-3 1-4-8 2-6-0 I 2-6-0 I 1-4-8 I 4-1-3 1 1-3-0 I 1-4-8 i 2-6-0 2-6-0 I 1-4-8 { Plate Offsets(X,Y)- [1:Edge,0-1-8],[6:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[19:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.23 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.32 17-18 >782 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:117 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPM 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1140/0-3-0,12=1140/0-3-3 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1133/0,11-12=-1133/0,1-2=877/0,2-3=2287/0,3-4=-3218/0,4-5=-3807/0, 5-6=-3807/0,6-7=3730/0,7-9=-3224/0,9-10=2285/0,10-11=-877/0 BOT CHORD 23-24=0/1696,22-23=0/2855,20-22=0/3573,19-20=0/3573,18-19=0/3807,17-18=0/3807, 16-17=0/3597,15-16=0/3597,14-15=0/2850,13-14=0/1698 WEBS 11-13=0/1353,1-24=0/1352,10-13=1303/0,2-24=-1302/0,10-14=0/932,2-23=0/937, 9-14=-897/0,3-23=903/0,9-15=0/594,3-22=0/576,7-15=-575/0,4-22=-547/0, 7-17=-8/352,4-19=-119/663,6-17=-418/195 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: June 13,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1211 Quality Critelli',DSE-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type .Qty Ply T17331128 - 1776822 F14 FLOOR 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:52 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-1 xKOzg_aA0misp7aiLLwl1 pDsAhO019K7uxd Wyz6jll 1 1-3-0 I 1-6-8 I Scale=1:33.1 4x4 = 3x4 = 3x6 = 1.5x3 II 1.5x3 II 3x6 = 3x4 = 4x4 = 4x6 = 14 2 3 4 5 6 7 8 9 10 • u ri e a Cp . T{X�T/ 2, 21 20 19 18 17 16 15 14 13 12 2x4 II 4x6 = 4x4 = 3x4 = 1.5x3 II 3x4 = 3x4 = 1.5x3 II 3x4 = 4x4 = 4x6 = 2x4 II 1-4-8 3-10-8 6-4-8 7-9-0 12-0-8 13-5-0 15-11-0 18-5-0 19-9-8 1-4-8 I 2-6-0 I 2-6-0 I 1-4-8 I 4-3-8 I 1-4-8 ] 2-6-0 I 2-6-0 { 1-4-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[10:0-1-8,Edge],[11:0-1-8,Edge],[16:0-1-8,Edge],[17:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.18 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.25 16-17 >961 240 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:111 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPM 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=1082/0-3-8,11=1082/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-1075/0,10-11=-1075/0,1-2=-827/0,2-3=-2143/0,3-4=-2980/0,4-5=-3428/0, 5-6=3428/0,6-7=-3428/0,7-8=-2980/0,8-9=-2143/0,9-10=-827/0 BOT CHORD 20-21=0/1600,19-20=0/2664,18-19=0/3295,17-18=0/3295,16-17=0/3428,15-16=0/3295, 14-15=0/3295,13-14=0/2664,12-13=0/1600 WEBS 10-12=0/1276,1-21=0/1276,9-12=1228/0,2-21=-1228/0,9-13=0/862,2-20=0/862, 8-13=-827/0,3-20=-827/0,8-14=0/503,3-19=0/503,7-14=-485/0,4-19=-485/0, 7-16=-182/542,4-17=-182/542 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 69M Parke East Blvd.Tampa FL 33610 Date: June 13,2019 1 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTI®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS4TP11 Quality CAterla,OSB 89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331129 1776822 F15 FLOOR 3 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2452 2019 Page 1 I D:YH pvdmOhA7F 3p6raEpvTkdz7M H 1-1 xKOzg_aA0misp7aiLLwl l pBpAj207m K7uxdWyz6jl1 0-1-8 H 1-3-0 I I 1-3-8 Scale=1:17.3 1.5x3 H 1.5x3 II 1 2 3 4 5 6 \\ 13 • 1. 11 10 9 8 1.5x3 II 1-6-0 8-0-8 9-5-0 1-6-0 6-6-8 1-4-8 Plate Offsets(X,Y)— [6:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.03 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.03 10-11 >999 240 BCLL 0.0 Rep Stress Inc( YES WB 0.25 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:55 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=501/0-5-0,7=508/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-498/0,6-7=-503/0,1-2=-354/0,2-3=-747/0,3-4=-747/0,4-5=-747/0,5-6=339/0 BOT CHORD 10-11=0/653,9-10=0/747,8-9=0/644 WEBS 6-8=0/523,1-11=0/515,5-8=-485/0,2-11=-475/0,5-9=0/270,2-10=0/260 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parks East Blvd.Tampa FL 33810 Data: June 13,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nut a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331130 , 1776822 F16 FLOOR 6 1 Job Reference(optional) Builders FirstSource, • Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:53 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-V7u0A0?CxKuZUzhnF3tAHFMIpawXIQOTMYhA20z6j10 0-1-8 H I 1 I I 1-7-8 ( QUI 0q48 Scald 1:30.8 2x4 II 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.503 II 1.5x3 II 508 = 1.503 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 • • o a •� • 23 25 ee e - - < e• v 24 e e ee 21 20 19 18 17 16 14 13 12 3x4 = 3x4 = 3x4 = 4x6 = 5x6 = 1.5x3 II 14-10-0 1-6-0 I 4-0-0 14148 13-4-8 14-8-4 14- ,4 160-0 I 18-3-0 1-60 2-6-0 6-10-8 2-6-0 1-3-12 0-141 1-2-0 2-3-0 0-0-12 Plate Offsets(X,Y)- [1:Edge,0-1-8],[10:0-1-8,0-0-0],[11:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.11 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.14 19-20 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(CT) 0.02 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:106 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPM 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:12-13. REACTIONS. (lb/size) 22=559/0-5-0,15=2240/0-3-8 Max Uplift 22=-19(LC 4) Max Gray 22=730(LC 3),15=2240(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-22=-724/27,1-2=559/43,2-3=-1305/170,3-4=-1569/604,4-5=-1569/604, 5-6=-1569/604,6-7=-991/1261,7-8=-48/1853,8-9=0/1006,9-10=0/1006,10-11=0/1006 BOT CHORD 20-21=-88/1050,19-20=-313/1526,18-19=-604/1569,17-18=-980/1337,16-17=-1524/633, 15-16=2245/0,14-15=-2245/0,13-14=1006/0 WEBS 1-21=-65/817,8-16=0/1236,2-21=780/71,7-16=-1149/0,2-20=-130/404,7-17=0/764, 3-20=-351/226,6-17=-792/0,3-19=-548/272,6-18=0/935,4-19=-162/254,5-18=-508/0, 11-13=-1511/0,8-14=0/1867,9-14=774/0,10-13=0/543,8-15=2369/0 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 4x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=10,1-11=-100 Concentrated Loads(Ib) Vert:11=-832 Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 � 1 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331131 1776822 F17 FLOOR 3 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2654 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-zJSnOM?gid/P57GzpmOPciSvUr_IaU_HcaCQkbgz6jl? I 1-3-0 I I 1-10-0 I Scale=1:25.2 1.5x3 II 1.5x3 II 4x4 = 4x4 1 2 3 4 5 6 7 8 o e /\ ./ \ o- __, \ A/ I 0 e ee e e 1k 15 14 13 12 11 10 1.5x3 II 4x4 = - 4x4 = 1.5x3 II 1-4-8I 3-10-8 10-11-8 I 13-5-8 I 14-10-0 1-4-8 2-6-0 7-1-0 2-0-0 1-4-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[8:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.14 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:81 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=809/0-3-0,9=809/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-803/0,8-9=-803/0,1-2=-598/0,2-3=-1465/0,3-4=-1909/0,4-5=-1909/0,5-6=-1909/0,6-7=-1465/0, 7-8=-598/0 BOT CHORD 14-15=0/1152,13-14=0/1756,12-13=0/1909,11-12=0/1756,10-11=0/1152 WEBS 8-10=0/923,1-15=0/923,7-10=-880/0,2-15=-880/0,7-11=0/497,2-14=0/497,6-11=-462/0,3-14=-462/0, 6-12=-14/443,3-13=-14/443 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6604 Parke East Blvd,Tampa FL 33810 Date: June 13,2019 • I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331132 , 1776822 FKW1 GABLE 1 1 Job Reference(optional) Builders FirstSource, • Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:26:55 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-RVO9biOSTx9GjHr9N UveNgRm8NosDXrmpsAH7Hz6jl_ Scale=1:35.0 3114 = 3x6 FP= 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 °- \o d a o a o o e o o ° o o o GG / d e o e - o o .s a - l e i!..!..!..!../s/a/m witmAss!e!e!e!astmsele!!e!.t.4et.se.s mass.-.s!.Sla!4!a!a!dAw!C.&ma e e♦ •waei!d.Piewew.cast........le.!e!e!e!e!e!!i!..1.,!tttttSr!tt 4. .1...a!elm/ew.........s!.!..... 36 35 34 33 32 3130 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3x6 FP= 3x4 = 1-5-4 2-9-4i 4-1-4 15-5-4 16-9-4 ( 8-1-4 19-5-4 j 10-9-4 I 12-1-4 I 13-5-4 14-9-4 ( 16-1-4 I 17-5-4 I 18-9-4 (19-7-9( 21-0-13 1-5-4 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-5 1-5-4 Plate Offsets(X,V)- [18:0-1-8,Edge],(20:0-1-8,Edge],[35:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 19 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:104 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:35-36,19-20. REACTIONS. All bearings 21-0-13. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,20,34,33,32,31,29,28,27,26,25,24,23, 22,21 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S.Magid PE No.53681 MiTek USA,Inc.FL CM 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,05849 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331133 1776822 FKW2 GABLE 1 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26455 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-RVO9biOSTx9GjHr9NUveNgRm8NorDXrmpsAH7Hz6j I_ 0 Scale=1:16.7 3x4 = 1 3x4 = 2 3 4 5 6 7 8 17 o 0 Se�e�e�e���e�e���e�4�4�4�4�4�4�e�e�e���e�e�e�e�e���A�A�e�A�e�A�e�����O� i�A�4�4�...t�A�A�A;A�A��;A�����4eD�4�4�4�4�A�A�A.3:t�AeD��4��4�4�����4�4�4eD�A�e�e�e�e�����4���4�ttet��21;:�4�e�e�e�4�e�e�����������e�e�e�e;����4 www.ewww.ewwwwwwwwwwwww.e.�wwwwwww.w�_www.Qiwwwww.www.w�wwwwww.a�wwwwwwwwwww.wwwQi�?iwwwwww.www.www.www.www.w�wwww.wew.�.w�wwwwwwwwww.w�. 16 15 14 13 12 11 10 9 3x4 = 3x4 = 3x4 = 1-6-12I 2-10-12 I 4-2-12 I 5-6-12 ) 6-10-12 I 7-8-4 I 9-1-8 ) 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 0-9-8 1-5-4 Plate Offsets(X,Y)— [8:0-1-8,Edge],[10:0-1-8,Edge],[15:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:51 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-1-8 oc purlins, SOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:15-16,9-10. REACTIONS. All bearings 9-1-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)16,9,15,10,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53831 MiTek LISA,Inc.FL Cart 6534 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 ( 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality CAteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T17331134 1776822 FKW3 GABLE 1 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:56 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-wiaXp214EFH7LRQMxBQtvt_xm85y_Jv2 Wvgejz6jkz 1.5x3 II 3x4 = 1 3x4 = 2 3 1.5x3 II 4 Scale=1:11.2 - o • •"v..ili Job Truss Truss Type Oty Ply 117331135 1776822 FKW4 GABLE 1 1 . Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2;57 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-Ou7v002i?YPya?YUvx6S5 W6eB UJhRL3GAfOA9z6jky 0 Scale=1:17.5 3x4 = 1 3x4 = 2 3 4 5 6 7 8 9 191 a e e o 0 0 0 0 0 o a 0 e o o o a o •e - e. a♦ ♦♦aaaaaaaaaaaaa�aaaaaaaaalaaaaaaaaaaaaaaaaa•aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa♦ ♦aaaaaaaaaaaaaaaa iioo�eeaeaA��eeeta��tt;:e:;e;ooee:;:ee;:;aaeaa:aaae;o;aoo;eeeeeeeeeeea:aa;ao;:;iee::e:ee;aaoaa;a;e;eeeeoaoaee:e:e:;o�o4e�eeeaeeeeaee�yee�eeea�a�o�oo�ooeeo����aa����aoeeeee�ee����e���at a��4�e4�e4eeee�eee i�e44���eeea;4�4���4eeeee4eeeea .a.a.aaaaa.aa.a.a.a.a.a.a.a.awaaaaa.a.a.�.aa.a.awaaaaaa.a.a.a.as.a.a:A:9.aaa.aa.wa.a.a.waa.a.a.a.awaaaa.a.as9.a.aa.a.aaaaaa.a.a.a.a.a.aa.a.a.a.a.aaa.a.a.a.aa.a.wa.wa.a.a.aa.waaaa a.a.a a.a awa.a.a.a.a 18 17 18 15 14 13 12 11 10 3x4 = 3x4 = 3x4 = 1-6-12i 2-10-12 4-2-12 I 5-6-12 j 6-10-12 8-2-12 9-3-0 10-8-4 l 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-4 1-5-4 Plate Offsets(X,Y)— [9:0-1-8,Edge],[11:0-1-8,Edge],[17:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(CT) -0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:58 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:17-18,10-11. REACTIONS. All bearings 10-8-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,11,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53661 MiTek USA,Inc,FL Cart 6634 6904 Parise East Blvd.Tampa FL 33610 Date: June 13,2019 it it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/0312015 BEFORE USE. tut Design valid for use only with Mil-eke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331136 1776822 FKW5 GABLE 1 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:57 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-Ou7v002i?YPya?YUvx6S5 WBeBUJhRL3GAfOA9z6jky 0143 Scale=1:20.1 3x4 = 3x4 = 1 2 3 4 5 6 7 8 9 10 0 0 e O. o o O O OO o. e 21 J _ O O aS e e o- o o• o- o- 0 0 .:;...;;;;....: **Xti!'��4��s........tX..X... ....144:i44..:46:4.d:.:.:.:..=. ..... d..:.......:raa..........X...... :...::!:X......:!:!:!::s:.aS:£.......Y;els . ... ...t 20 19 18 17 16 15 14 13 12 11 3x4 = 3x4 = 3x4 = 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-9-12 12-3-0 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 1-5-4 Plate Offsets(X,Y)— [10:0-1-8,Edge],[12:0-1-8,Edge],[19:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:65 lb FT=20%F,11%E • LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:19-20,11-12. REACTIONS. All bearings 12-3-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,12,18,17,16,15,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. Michael S.Magid PE No.53681 MiTek USA,Inc.FL CM 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331137 1776822 HJO1 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2V8 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-s4hHDk3LmsXrakak2cSL_I3BYbkSQpnC VgOxj bz6jkx 4-10-4 I 9-10-13 4-10-4 5-0-9 3 ' Scale=1:21.0 3.54 12 9 3x4 2 8 1016 c5 7 1 • 1 8 12 5 3x4 = 3x6 II 10 2x4 4 3x4 = 0-11-11 4-10-4 9-10-13 I_-0-11-11 3-10-9 5-0-9 Plate Offsets(X,Y)- [1:0-0-0,0-1-7],[1:0-1-14,0-6-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.07 5-6 >999 180 BCLL 0.0 ' Rep Stress Int NO WB 0.34 Horz(CT) -0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings Mechanical except(jt=length)1=0-7-6,1=0-7-6. (Ib)- Max Horz 1=167(LC 19) Max Uplift All uplift 100 lb or less at joint(s)except 3=-136(LC 4),4=-239(LC 4),1=-270(LC 4) Max Gray All reactions 250 lb or less at joint(s)3,4 except 1=333(LC 1),1=333(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-684/586 BOT CHORD 1-6=-676/619,5-6=-676/619 WEBS 2-5=-658/719 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 136 lb uplift at joint 3,239 lb uplift at joint 4 and 270 lb uplift at joint 1. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)15 lb down and 15 lb up at 1-6-12,14 lb down and 15 lb up at 1-6-12,29 lb down and 74 lb up at 4-4-12,28 lb down and 72 lb up at 4-4-12,and 39 lb down and 94 lb up at 7-2-11,and 51 lb down and 133 lb up at 7-2-11 on top chord,and at 1-6-12,12 lb up at 1-6-12,5 lb down and 35 lb up at 4-4-12,5 lb down and 34 lb up at 4-4-12,and 21 lb down and 64 lb up at 7-2-11,and 28 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Michael S.Magid PE No.53681 Vert 1-3=-54,1-4=10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6604 Parke East Blvd.Tampa FL 33810 Vert:9=-72(F=-21,B=-51)12=-30(F=-21,B=-9) Data: June 13,2019 t 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Miek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NltTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331138 1776822 HJO1A DIAGONAL HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, . Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:26:59 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-KHFgR33zXAfiCu9xcJzaXWcMU?519HJLkU8VF2z6jkw 4-10-4 I 9-10-13 4-10-4 5-0-9 3 Scale=1:21.3 3.54 171Z. 13 3x4 2 12 1 4x4 = /\ 14 6 15 5 3x8 IXI 2x4 I I 4 3x4 = 0-11-11 4-10-4 9-10-13 0-11-11 3-10-10 5-0-9 Plate Offsets(X,Y)— [1:0-0-0,0-1-15],[1:0-2-6,0-11-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.11 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.09 5-6 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.26 Horz(CT) 0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 3=134/Mechanical,4=206/Mechanical,1=374/0-4-15 Max Horz 1=152(LC 8) Max Uplift 3=-134(LC 8),4=-273(LC 4),1=-375(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-516/528 BOT CHORD 1-6=-608/471,5-6=-608/471 WEBS 2-5=-501/647 NOTES- (9) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 134 lb uplift at joint 3,273 lb uplift at joint 4 and 375 lb uplift at joint 1. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)15 lb down and 15 lb up at 1-6-12,15 lb down and 15 lb up at 1-6-12,29 lb down and 74 lb up at 4-4-12,29 lb down and 74 lb up at 4-4-12,and 39 lb down and 94 lb up at 7-2-11,and 39 lb down and 94 lb up at 7-2-11 on top chord,and at 1-6-12, at 1-6-12,5 lb down and 35 lb up at 4-4-12,5 lb down and 35 lb up at 4-4-12,and 21 lb down and 64 lb up at 7-2-11,and 21 lb down and 64 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Michael S.Magid PE No.536111 Veit:1-3=-54,4-7=10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Data: Vert:13=-42(F=-21,B=-21)15=-42(F=-21,B=-21) June 13,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331139 1776822 HJ02 DIAGONAL HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27,00 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1 oTp2eP4bITnZp2k7A1 Vp4j8YSONKughVz8t2nUz6jkv 2-1-6 4-1-7 5-3-0 9-10-13 2-1-6 2-0-2 1-1-9 4-7-13 4 Scale=1:20.8 3.54 ,2 12 4x4 f. 3 rQ 6x8 =11 ' N • 2 •� 11 10 M. 14 7 15 6 0 a ',' 2.4 I 4x4 = d r � 13 9 3x42x4 I I 4-1-7 5-3-0 9-10-13 4-1-7 1-1-9 4-7-13 Plate Offsets(X,V)- [1:0-1-14,0-6-15],[1:0-0-0,0-1-7],[2:0-2-8,0-3-2],[2:0-2-12,0-0-13],[8:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.12 7-8 >918 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >922 180 BCLL 0.0 * Rep Stress Incr NO WB 0.57 Horz(CT) -0.05 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. 2-9:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=113/Mechanical,5=293/Mechanical,1=357/0-7-12 Max Horz 1=167(LC 4) Max Uplift 4=-92(LC 4),5=-188(LC 4),1=-222(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-710/402,2-3=1363/911 BOT CHORD 1-9=-497/624,7-8=-990/1341,6-7=-990/1341 WEBS 3-6=-1365/1008,3-7=-136/290 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint 4,188 lb uplift at joint 5 and 222 lb uplift at joint 1. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 16 lb up at 1-6-12,14 lb down and 16 lb up at 1-6-12,48 lb down and 91 lb up at 4-4-12,48 lb down and 91 lb up at 4-4-12,and 40 lb down and 46 lb up at 7-2-11,and 40 lb down and 46 lb up at 7-2-11 on top chord,and 12 lb up at 1-6-12,12 lb up at 1-6-12,12 lb down and 6 lb up at 4-4-12,12 lb down and 6 lb up at 4-4-12,and 49 lb down and 38 lb up at 7-2-11,and 49 lb down and 38 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Michael S.Magid PE Na.53681 Vert:1-4=-54,1-9=10,5-8=10 MTek USA,Inc.FL Cart 663! Concentrated Loads(Ib) 8904 Parke East Blvd.Tampa FL 33310 Vert:11=-33(F=-17,B=-17)12=-21(F=-11,B=-11)15=-99(F=-49,B=-49) Date: June 13,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331140 1776822 HJO2A DIAGONAL HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:01 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-GfNQs15D3nvQRCJJjk02cxhj6ojUd7MeBodbKwz6jku 4-1-7 I 5-3-0 I 9-10-13 4-1-7 1-1-9 4-7-13 4 Scale=1:20.8 3.54 12 12 4x4 QQ 3 6x8 =11 MN 10 M. r r 14 7 15 6 9 2x4 II Imo,/ 4x4 d r 13 9 3x42x4 I I 4-1-7 5-3-0 9-10-13 4-1-7 1-1-9 4-7-13 Plate Offsets(X,Y)— [1:0-1-14,0-6-15],[1:0-0-0,0-1-7],[2:0-2-8,0-3-2],[2:0-2-12,0-0-13],[8:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.12 7-8 >938 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.12 7-8 >983 180 BCLL 0.0 * Rep Stress Incr NO WB 0.55 Horz(CT) -0.05 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. 2-9:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 4=113/Mechanical,5=276/Mechanical,1=346/0-7-12 Max Horz 1=167(LC 4) Max Uplift 4=-100(LC 4),5=-194(LC 4),1=-221(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-682/401,2-3=1295/932 BOT CHORD 1-9=-496/598,7-8=-1015/1277,6-7=-1015/1277 WEBS 3-6=-1300/1034,3-7=-132/267 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 4,194 lb uplift at joint 5 and 221 lb uplift at joint 1. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 16 lb up at 1-6-12,14 lb down and 16 lb up at 1-6-12,33 lb down and 70 lb up at 4-4-12,48 lb down and 91 lb up at 4-4-12,and 38 lb down and 81 lb up at 7-2-11,and 40 lb down and 46 lb up at 7-2-11 on top chord,and 12 lb up at 1-6-12,12 lb up at 1-6-12,2 lb down and 0 lb up at 4-4-12,12 lb down and 6 lb up at 4-4-12,and 29 lb down and 40 lb up at 7-2-11,and 49 lb down and 38 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Michael S.Magid PE 14,3.53661Uniform Loads(plf) Vert:1-4=54,1-9=10,5-8=10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6804 Parka East Blvd.Tampa FL 33610 Vert:11=-23(F=-17,B=-6)12=-25(F=-11,B=-14)14=0(B)15=-79(F=-49,B=-29) Date: June 13,2019 t l AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply 117331141 1776822 HJO3 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:02 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-ksxo356rg51 H3MuVHSXH98EwLC8gM lloQRM9sNz6jkt 2-1-7 4-2-15 2-1-7 2-1-8 3.54 12 Scale=1:21.3 2 ,' 6 3x4 111 111.11111116... QQ N OD c5 �' - II 7 4 5 3 2x4 II 3x4 = 4-2-15 4-2-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=130/0-7-12,2=109/Mechanical,3=20/Mechanical Max Horz 5=102(LC 5) Max Uplift 5=-138(LC 4),2=-101(LC 4),3=-73(LC 5) Max Gray 5=193(LC 30),2=109(LC 1),3=61(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 5,101 lb uplift at joint 2 and 73 lb uplift at joint 3. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)90 lb down and 40 lb up at 1-6-12,and 90 lb down and 40 lb up at 1-6-12 on top chord,and 55 lb down and 66 lb up at 1-6-12,and 55 lb down and 66 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-5=10 Concentrated Loads(Ib) Vert:7=-1(F=-0,B=-0) Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd.Tampa FL 53610 Date: June 13,2019 1 I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i�iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331142 , 1776822 HJO4 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) Builders FirstSource, r Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:03 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-C2VAH R6Tb098gVSir92 WhMmObcQm53mxf56iOpz6jks 4-10-4 9-10-13 4-10-4 5-0-9 3 Scale=1:23.0 II 3.54 12 13 3x4 2 12 c5 11 11111111111111111111111111111111111111111 10 weraoll=M mem 15 16 17 5 6 14 3x6 II 2x4 II 4 3x4 = 3x4 = 4-10-4 9-10-13 4-10-4 5-0-9 Plate Offsets(X,Y)— [1:0-0-0,0-1-7],[1:0-1-14,0-6-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.05 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.08 5-6 >999 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.36 Horz(CT) -0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=150/Mechanical,4=253/Mechanical,1=334/0-7-12 Max Horz 1=147(LC 4) Max Uplift 3=-152(LC 4),4=-210(LC 4),1=-258(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-696/567 BOT CHORD 1-6=-659/649,5-6=-659/649 WEBS 2-5=-690/700 NOTES- (9) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 152 lb uplift at joint 3,210 lb uplift at joint 4 and 258 lb uplift at joint 1. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 16 lb up at 1-6-12,14 lb down and 16 lb up at 1-6-12,28 lb down and 72 lb up at 4-4-12,28 lb down and 72 lb up at 4-4-12,and 51 lb down and 133 lb up at 7-2-11,and 51 lb down and 133 lb up at 7-2-11 on top chord,and 12 lb up at 1-6-12,12 lb up at 1-6-12,5 lb down and 34 lb up at 4-4-12,5 lb down and 34 lb up at 4-4-12,and 28 lb down at 7-2-11,and 28 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit') Vert 1-10=14,3-10=54,4-7=-10 Michael S.Magid PE No.536111 Concentrated Loads(Ib) MiTek USA Inc.FL Cert 6634 Vert:13=-102(F=-51,B=-51)17=-19(F=-9,B=-9) 6604 Parka East Blvd.Tampa FL 33610 Data: June 13,2019 � l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeh®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml[Tel(' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 717331143 1776822 TO1 Monopitch Supported Gable 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2704 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-hE2ZUn75MiH?If1 uPtZIEZJIeOscgaH5tlrGwFz6jkr 6-8-8 + 6-8-8 2x4 I I Scale=1:13.3 4 5 2x4 II 3.00 12 3 2x4 354 2 1 0111 8 7 6 4x8 = 2x4 II 2x4 II 2x4 II 6-8-8 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-8-8. (Ib)- Max Horz 1=85(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,6,7 except 8=-165(LC 8) Max Gray All reactions 250 lb or less at joint(s)1,6,7 except 8=263(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-8=-219/290 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,7 except (it=lb)8=165. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331144 , 1776822 T02 HALF HIP GIRDER 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:05 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-9Rcxh78k60Pswpc4ya4_nnsKTP9?ZzlE6PbpThz6jkq 5-10-0 6-8-8 5-10-0 { 0-10-8 Scale=1:13.8 3x4 II 2 3.00 12 3x6 = 3x8 = 4 3 3x8 II 6 3x4 = 5 3x4 = 2x4 II 5-10-0 { 6-8-8 5-10-0 0-10-8 Plate Offsets(X,Y)- [1:0-0-0,0-1-7],[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.02 1-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.03 1-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 1-6 >999 240 Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=2172/Mechanical,1=523/0-5-8 Max Horz 1=88(LC 8) Max Uplift 5=-511(LC 8),1=-104(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-938/173,3-6=1120/306,3-4=-993/231,4-5=-2088/476 BOT CHORD 1-6=-195/824 WEBS 4-6=-318/1375 NOTES- (12) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-2 rows staggered at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=511,1=104. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1924 lb down and 478 lb up at 6-0-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.63681 LOAD CASE(S) Standard IdiTek USA,Inc.FL Carat 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 6904 Parke East Blvd.Tampa Ft.33810 Date. June 13,2019 ontinued on Dane 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331144 1776822 T02 HALF HIP GIRDER 1 Job Reference(optional) • Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27)5 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-9Rcxh78k60Pswpc4ya4_nnsKTP9?ZzlE6PbpThz6jkq LOAD CASE(S) Standard Uniform Loads(pit) Vert:1-2=-100,3-4=-224,1-5=10 Concentrated Loads(Pb) Vert:7=-1889(B) k I A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331145 _ 1776822 T03 HALF HIP GIRDER 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:05 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-9Rcxh78k60Pswpc4ya4_nnsLjPB2Z_cE6PbpThz6jkq I 3-10-0 4-8-8 3-10-0 0-10-8 Scale=1:13.0 3.00 12 2 2 • 111 3x6 = 3x6 = 4 3.4 ■T 110.11111111111 himis..„„„„„„ mR1 6 4x8 = 5 72x4 II 2x4 II 3-10-0 4-8-8 3-10-0 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(CT) -0.01 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 6-7 >999 240 Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=2045/Mechanical,7=501/0-5-8 Max Horz 7=58(LC 8) Max Uplift 5=-499(LC 8),7=-104(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-705/149,3-6=-1176/306,3-4=-851/211,4-5=-1904/461,1-7=-450/105 WEBS 4-6=-284/1146,1-6=-103/547 NOTES- (12) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-2 rows staggered at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=499,7=104. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1987 lb down and 506 lb up at 4-0-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-100,3-4=-224,5-7=-10 Michael S.Magid PE No.53681 Concentrated Loads(Ib) MiTek USA Inc.FL Cert 6634 Vert:8=-1952(B) 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331146 1776822 T04 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2706 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-ddAJvT9MtJXiXzBH WHbDJ_ObkpNF IRbNL3KM?8z6jkp 3-6-4 6-10-4 3-6-4 3-4-0 2x4 I I Scale=1:13.2 4 2x4 I I 3.00 12 3 3x4 3x4 2 • 1 • I a 62x4 II 5 4x8 = 4x4 = 0-6-4 3-6-4 6-10-4 0-6-4 3-0-0 I 3-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.03 1-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.29 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=210/Mechanical,1=210/0-3-8 Max Hoa 1=87(LC 12) Max Uplift 5=-218(LC 8),1=-196(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-467/876 BOT CHORD 1-6=-939/438,5-6=-939/438 WEBS 3-5=-454/973 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPi 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Solid blocking is required on both sides of the truss at joint(s),1. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=218,1=196. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cart 6634 6661 Parke East Blvd.Tampa n331310 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331147 1776822 TO5 MONOPITCH 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:07 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-5pkh6p9_edfZ97mT4?7SsCxjXDnglyMXaj4wXaz6jko 6-10-4 6-10-4 Scale:3/4"=1' 2x4 I I 2 3.00 12 1 ii. 111 �' "eee•.reeeeeeeeee�4:444��eeeeeeeeeeeeeeeeeeeeeee �i:0!r4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i4i! 'i'•;r4i4i4i4i4.S'ei4i4i4i4i4i4i4i4i4i4i4i4i4 4x4 ='/ %,;�eeeeee4eeeeeeeeeeeee! 3x8 II 4 3 2x4 11 0-64 5-3-8 6-10-4 0-6-4 + — 4-9-4 1-6-12 Plate Offsets(X,Y)— [1:0.1-0,0-1-151,[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.08 4-9 >818 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.07 4-9 >940 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=78/1-10-4,1=193/0-3-8,4=158/0-3-8 Max Horz 1=61(LC 8) Max Uplift 3=-43(LC 12),1=-122(LC 8),4=-134(LC 8) Max Gray 3=78(LC 1),1=193(LC 1),4=159(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 1=122,4=134. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 l A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331148 1776822 TO6 MONOPITCH 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2707 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-5pkh6p9_edfZ97mT4?7SsCxnsDsulw8Xaj4wXaz6jko 5-2-12 8-6-8 5-2-12 3-3-12 2x4 I I Scale=1:18.3 3 3.00 I 3x4 2 1 101.11.1. 4 3x4 = =' 3x8 II 5 2x4 11 3x4 = 0-6-4 5-2-12 I 8-6-8 0-6-4 4-8-8 3-3-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-7],[1:0-3-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 5-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.03 5-10 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.14 Horz(CT) -0.01 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEDGE Left 2x4 SP No.3 REACTIONS. (lb/size) 5=170/0-5-8,4=150/Mechanical,1=218/0-3-8 Max Horz 1=77(LC 8) Max Uplift 5=-60(LC 8),4=-99(LC 8),1=158(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-195/338 BOT CHORD 1-5=-424/167,4-5=-424/167 WEBS 2-4=-182/478 NOTES- (7) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except(jt=lb) 1=158. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331149 1776822 T07 Monopitch Structural Gable 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27:08 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-Z013KBAcPxnQnH LfeiehOPUxid2jmO9goNpT30z6jkn 5-2-12 8-6-8 5-2-12 3-3-12 Scale=1:15.7 4 3.00 12 3 3x4 j — 3x4 111011 01112 0011 4 e e e 4x8 = 6 3x4 = 0-6-4 5-2-12 8-6-8 0-6-4 4-8-8 3-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.06 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.05 1-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=67/Mechanical,6=319/0-5-8,1=142/0-3-8 Max Horz 1=110(LC 12) Max Uplift 5=-54(LC 12),6=-279(LC 8),1=-125(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-257/314 NOTES- (10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 6=279,1=125. Michael S.Magid PE Na.53881 MiTek USA,Inc.FL Cert 6634 6804 Parka East Blvd.Tampa FL 33610 Data: June 13,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 117331150 1776822 T08 HIP GIRDER 1 1 - Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27i10 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-VOQgIgCsxY280aV217g9UgZ8LQqgE7PzGh la8vz6jkl 7-0-0 11abl 16-1-0 20-6-10 I 25-2-0 I 32-2-0 I 7-0-0 4-7-6 4-5-10 4-5-10 4-7-6 7-0-0 Scale=1:54.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 8x14 MT2OHS II 3x8 = 8x14 MT2OHS = 2x4 II 3x8 MT2OHS= 2x4 II 5.00 12 2 24 25 3 26 27 4 5 28 6 29 30 7 g71— IroI u i 1,51 0 15 13 12 11 9 31 14 32 33 34 35 36 37 10 38 5x6 = 2x4 I I 4x10 MT2OHS = 2x4 II 5x8 = 5x6 = 2x4 II 5x8 = 5x8 = 7x10 II 7-0-0 I 11-7-6 I 16-1-0 I 20-6-10 I 25-2-0 I 31-5-12 3-2-4 7-0-0 4-7-6 4-5-10 4-5-10 4-7-6 6-3-12 d-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-10],[2:0-2-4,0-5-0],[7:1-0-4,0-2-12],[8:0-1-6,0-0-4],[8:0-0-7,1-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.54 12-13 >718 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.51 12-13 >755 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) -0.10 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:183 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purlins. 1-2:2x4 SP M 31,7-8:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1935/0-5-8,8=1997/0-3-8 Max Horz 1=-43(LC 28) Max Uplift 1=-1538(LC 5),8=-1625(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4211/3412,2-3=-5069/4176,3-4=-5069/4176,4-6=-4929/4101,6-7=-4929/4101, 7-8=-3873/3239 BOT CHORD 1-15=-3087/3810,13-15=-3073/3798,12-13=-4390/5427,11-12=-4390/5427, 9-11=-2880/3467,8-9=-2892/3473 WEBS 2-15=-308/373,2-13=-1236/1621,3-13=-486/285,4-13=-459/361,4-12=-198/264, 4-11=-627/452,6-11=-484/289,7-11=1377/1821,7-9=-253/261 NOTES- (12) Continued on page 2 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);cantilever right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The Fabrication Tolerance at joint 2=4% 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=1538,8=1625. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 243 lb up at 7-0-0,92 lb down and 99 lb up at 9-0-12,92 lb down and 99 lb up at 11-0-12,92 lb down and 99 lb up at 13-0-12,92 lb down and 99 lb up at 15-0-12,92 lb down and 99 lb up at 17-1-4,92 lb down and 99 lb up at 19-1-4,92 lb down and 99 Ib up at 21-1-4,and 92 lb down and 99 lb up at 23-1-4,and 196 lb down and 241 lb up at 25-2-0 on top chord,and 272 lb down and 328 lb up at 7-0-0 Michael S.Magid PE No.53881 ,56 lb down and 75 lb up at 9-0-12,56 lb down and 75 lb up at 11-0-12,56 lb down and 75 lb up at 13-0-12,56 lb down and 75 lb MiTek USA Inc.FL Cert 6634 up at 15-0-12,56 lb down and 75 lb up at 17-1-4,56 lb down and 75 lb up at 19-1-4,56 lb down and 75 lb up at 21-1-4,and 56 lb 6904 Parka Eau Blvd.Tampa FL 33810 down and 75 lb up at 23-1-4,and 233 lb down and 362 lb up at 25-1-4 on bottom chord. The design/selection of such connection Date: device(s)is the responsibility of others. June 13,2019 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE aa1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeka connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MWTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331150 1776822 T08 HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27:10 2019 Page 2 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-VOQgIgCsxY280aV217g9UqZ8LQqgE7PzGhla8vz6jkl LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-7=54,7-8=-54,16-19=-10 Concentrated Loads(Ib) Vert:5=-92(F)7=-149(F)15=-272(F)2=-150(F)9=-233(F)24=-92(F)25=-92(F)26=-92(F)27=-92(F)28=-92(F)29=-92(F)30=-92(F)31=-42(F)32=-42(F)33=-42(F) 34=-42(F)35=-42(F)36=-42(F)37=-42(F)38=-42(F) � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11110111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331151 1776822 T09 GABLE 1 1 - . Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27,:11 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-za_CyADUisA?ek4EJrBO026KOgAGzfY7VL27gLz6jkk 5-4-13 [ 10-8-14 I 16-1-0 I 21-1-7 { 26-1-13 31-5-12 5-4-13 5-4-2 5-4-2 5-0-7 5-0-7 5-3-15 Scale=1:54.0 5.00 12 4x6 = 6 3x4 3x4 iii 3x6 i 4x8 5 7 i 8 4 t1- Zai - 1NX 3x4 3x4 9 3 3x4 GT : 3x4 G 10 2 - �1 ii u 5x8 II 18 15 14 13 12 6x8 II 3x4 = 7x8 = 3x4 = _5-4-13 ( 10-8-14 I 16-1-0 I 21-1-7 I 26-1-13 I 31-5-12 _ { 5-4-13 5-4-2 5-4-2 5-0-7 5-0-7 5-3-15 Plate Offsets(X,Y)— [1:0-5-4,0-0-4],[7:0-1-14,Edge],[13:0-1-3,0-1-0],[14:0-3-8,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.24 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.20 14-15 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.50 Horz(CT) -0.07 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1000/0-5-8,11=1000/03-8 Max Horz 1=-149(LC 13) Max Uplift 1=-744(LC 8),11=-743(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-2273/3333,3-0=1826/2717,4-6=1366/2106,6-8=1353/2091,8-9=1754/2622, 9-11=-2080/3050 BOT CHORD 1-16=-3017/2057,15-16=-3017/2057,14-15=-2314/1635,13-14=-2220/1575, 12-13=-2712/1858,11-12=-2712/1858 WEBS 3-15=-456/757,4-15=-534/281,4-14=-565/908,6-14=-1373/746,8-14=-518/828, 8-13=-474/249,9-13=-338/544 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=744,11=743. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6694 6904 Parke East Blvd.Tampa Ft.53610 Data: June 13,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331152 1776822 T10 COMMON 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27:12 2019 Page 1 I D:YHpvdmOhA7 F3p6raEpvTkdz7MH 1-SnXa9WD7T9IsFueQtYidZFeTxEO?i6tGj?nhCnz6jkj 5-4-13 10-8-14 16-1-0 ( 23-7-10 ( 31-5-12 5-4-13 5-4-2 5-4-2 7-6-10 7-10-2 Scale=1:53.4 5.00 12 4x8 5 ii 4x6 4x6 3x4 i 3q6 14- 3x4 7 2x4 Q g 2 4x6 8 1 k 9 d d 12 11 10 3x4 = 5x8 = 5x8 = 2x4 I I 4x10 MT20HS I I 7-10-1 16-1-0 23-7-10 31-5-12 7-10-1 8-2-15 7-6-10 7-10-2 Plate Offsets(X,Y)— [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[4:0-2-6,Edge],[6:0-3-0,Edge],[9:0-6-10,Edge],[11:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.40 10-11 >937 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.33 10-11 >999 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) -0.12 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-11,7-11 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 1=1007/0-5-8,9=1007/0-3-8 Max Horz 1=97(LC 12) Max Uplift 1=-593(LC 9),9=-593(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2010/2915,2-3=-1830/2834,3-5=-1324/2065,5-7=-1341/2026,7-9=-1800/2635 BOT CHORD 1-12=-2616/1800,11-12=-2132/1520,10-11=-2302/1588,9-10=-2302/1588 WEBS 3-12=-586/298,3-11=-501/730,5-11=1254/637,7-11=-532/813,7-10=-269/186 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=593,9=593. Michael S.Magid PE No.53681 MiTek USA,Inc..FL CM 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 IMM t I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331153 1776822 T11 COMMON 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27,:13 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-wz5yNsElETQjt2DdQGDs5TBhyerYRTIPyfXElEz6jki 5-4-13 10-8-14 16-1-0 23-7-10 31-5-12 5-4-135-4-2 5-4-2 7-6-10 7-10-2 Scale=1:54.7 5.00 12 4x6 5 ii 3x6 3x6 34 34 8 t* 44 4x4 ‘1:-S 2x4 \\ '^' h 2 4X4 8 1 9 'SP Id •ootitt;;ti❖. .000 o•.00....❖....4.44:.;.:4.44:44- - 13 :.iwwww.����a�r._•.�wewwww.eeeew.www.eaesaewa�ws�-e-ew_u���� 12 3x6 I I 3x8 I I 3x4 = 4x4 = 5x8 = 11 10 3x8 I I 7-10-1 16-1-0 19-0-8 23-7-10 31-5-12 7-10-1 8-2-15 2-11-8 4-7-2 7-10-2 Plate Offsets(X,Y)— f1:0-3-3,Edgel,[1:0 0-00 1-6],[4:0-2-6,0-1-81,19:0-6-2,0-0-61,112:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.26 12-13 >860 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.22 12-13 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.87 Horz(CT) 0.04 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-6-0 REACTIONS. All bearings 12-8-12 except(jt=length)1=0-5-8,11=0-3-8. (Ib)- Max Horz 1=97(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 1=-438(LC 9),10=-380(LC 9), 9=-149(LC 13) Max Gray All reactions 250 lb or less at joint(s)11 except 1=776(LC 1),10=877(LC 1),9=365(LC 24),9=329(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1481/2037,2-3=-1291/1940,3-5=-735/1085,5-7=-763/1063,7-9=-418/222 BOT CHORD 1-13=-1817/1319,12-13=-1262/997,11-12=-127/336,10-11=-127/336,9-10=-127/336 WEBS 2-13=-248/289,3-13=-666/335,3-12=-523/781,5-12=-533/275,7-12=-640/460, 7-10=-790/1035 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 438 lb uplift at joint 1,380 lb uplift at joint 10,149 lb uplift at joint 9 and 149 lb uplift at joint 9. Michael S.Magid PE 10.53681 MiTek USA,Inc.FL Cert 6634 6604 Parke East Blvd.Tampa FL$3610 Date: June 13,2019 1 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not is" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331154 1776822 T12 COMMON GIRDER 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:15 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-sM DjoYG?m4gR6LN?YgGKBuG7tRZOvSxiPzOLp6z6jkg 5-4-13 11-0-0 16-1-0 18-11-12 [ 24-0-0 29-9-7 131-11-2 5-4-13 5-7-3 5-1-0 2-10-12 5-0-4 5-9-7 2-1-11 Scale=1:54.9 5.00 12 4x4 = 4 3x4 5x6 5 3x8 3 6 �✓ �� 3x4 Ns\3x4 c5 � 2 3x8 8 9 Ira I6 d 4x8 = 15 14 13 12 11 10 4x8 = 3x6 I I 4x6 = 8x10 = 456 = 4x6 = 3x12 MT2OHS I I 5-4-13 11-0-0 16-1-0 18-11-12 [ 24-0-0 29-9-7 131-11-2 5-4-13 5-7-3 5-1-0 2-10-12 5-0-4 5-9-7 2-1-11 Plate Offsets(X,Y)— [3:0-3-0,0-3-0],[10:0-6-4,0-1-8],[13:0-5-0,0-6-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.04 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 10-11 >999 180 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) 0.01 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:451 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=346/0-5-8,12=2164/0-5-8,9=2855/0-2-10 Max Horz 1=92(LC 8) Max Uplift 1=-347(LC 24),12=-837(LC 4),9=-878(LC 9) Max Gray 1=389(LC 18),12=2164(LC 1),9=2908(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-698/624,2-3=-392/423,3-4=-102/456,4-5=-97/459,5-7=-287/902,7-8=-661/187, 8-9=-4379/1311 BOT CHORD 1-15=-532/671,14-15=-532/671,13-14=-288/408,12-13=-792/384,11-12=-95/576, 10-11=-1138/3833,9-10=-1138/3833 WEBS 2-14=-424/281,3-14=-233/306,3-13=-582/372,4-13=-491/122,5-13=-412/893, 5-12=-1171/532,7-12=-1536/540,7-11=-286/1067,8-11=-3350/1075,8-10=-680/2349 NOTES- (12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 8-10 2x4-2 rows staggered at 0-2-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint 1,837 lb uplift at joint 12 and 878 lb uplift at joint 9. Michael S.Magid PE No.53881 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3344 lb down and 1020 lb up at MiTek cha USA Inc.FL 6634 29-9-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5804 Parke East Blvd.Tampa FL 33810 LOAD CASE(S) Standard Date: June 13,2019 ontinued on oaae 2 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply TI7331154 1776822 T12 COMMON GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2 15 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-sMDjoYG?m4gR6LN?YgGKBuG7tRZOvSxiPzOLp6z6jkg LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-9=-54,1-9=10 Concentrated Loads(Ib) Vert:10=-3344(B) t 1 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331155 , 1776822 T13 Hip Girder 1 Job Reference(optional) Builders FirstSource, ,, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:16 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-KYn5?tGdXOoIkVyC6OnZ5pHSrr7e0_sedluLZz6jkf I 2-10-5 7-0-0 I 12-11-8 { 17-1-3 I 19-4-4 2-10-5 4-1-11 5-11-8 4-1-11 2-3-1 Scale=1:34.6 6x8 = 6x8 = 3 9 10 4 5.00 12 � 2PM rJ 4x8 4X6 i IN ` 6 e1 IN o e. \------ 4x8 = 5x8 = '. I d d 11 8 11 12 1 0 2x4 I 3x4 = 1,7i d 2-10-5I 7-0-0 I 12-11-8 I 17-1-3 I 19-0-0 , 2-10-5 4-1-11 5-11-8 4-1-11 2-3-1 Plate Offsets(X,Y)— [2:2-6-12,1-3-7],[2:2-3-4,0-4-51,12:0-6-8,0-0.0],[3:0-5-12,0-2-8],[4:0-4-0,0-1-13],[5:0-4-0,0-1-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.20 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.27 7-8 >842 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.10 Horz(CT) 0.14 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:180 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.OE*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1208/0-5-8,6=1231/Mechanical Max Horz 1=43(LC 8) Max Uplift 1=-592(LC 8),6=-614(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-344/199,2-3=-3411/1767,3-4=-3224/1729,4-5=-3346/1757,5-6=-327/174 BOT CHORD 2-8=-1687/3285,7-8=-1703/3320,5-7=-1638/3189 WEBS 3-8=-238/532,4-7=-262/545 NOTES- (13) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)1 considers parallel to grain value using ANSI/7P11 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 592 lb uplift at joint 1 and 614 lb uplift at joint 6. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)170 lb down and 189 lb up at Michael S.Magid PE No.53881 7-0-0,87 lb down and 88 lb up at 9-0-12,and 87 lb down and 88 lb up at 10-10-12,and 170 lb down and 196 lb up at 12-11-8 on MiTek USA,Inc.FL Cert 6634 top chord,and 343 lb down and 231 lb up at 7-0-0,64 lb down and 29 lb up at 9-0-12,and 64 lb down and 29 lb up at 10-10-12, 88D4 Parke East Blvd.Tampa FL 31810 and 326 lb down and 238 lb up at 12-10-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Date: LOAD CASE(S) Standard June 13,2019 continued on Daae 2 i till_ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331155 1776822 T13 Hip Girder 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:16 2019 Page 2 ID.YHpvdm0hA7F3p6raEpvTkdz7MH 1-KYn5?tGdXOoIkVyC6OnZ5pHS0e0_sedluLZz6j kf LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-64,2-3=-54,3-4=-54,4-5=-54,5-6=-64,2-5=-10 Concentrated Loads(Ib) Vert:3=-123(B)4=-123(B)8=-343(B)7=-326(B)9=-87(B)10=-87(B)11=64(B)12=-64(B) � t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T17331156 1776822 T14 Hip 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:17 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-okLTDDHFIiw9MfXOf5IoGJMUCFD1 NUt7tHVSu?z6jke 2-10-5 ] 9-0-0 10-11-8 17-1-3 19-4-4 2-10-5 6-1-11 1-11-8 6-1-11 2-3-1 Scale=1:34.9 6x8 = 6x8 = 3 4 5.00 12 5 2 4x8 U 01 Iry 4x8 = 8 7 4x8 = 4I 61;d q I 1 2x4 l� 3x4 = I� M d 2-10-5 9-0-0 10-11-8 17-1-3 19-4-4 2-10-5 6-1-11 1-11-8 6-1-11 2-3-1 Plate Offsets(X,Y)— [2:2-6-12,1-3-8],[2:2-3-4,0-4-5],[2:0-6-8,0-0-0],[3:0-5-12,0-2-8],[4:0-4-0,0-1-13],[5:0-4-0,0-1-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.19 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.30 2-8 >775 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.14 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins. 3-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=611/0-5-8,6=611/Mechanical Max Horz 1=55(LC 12) Max Uplift 1=-168(LC 12),6=-165(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1108/757,3-4=-1013/817,4-5=-1106/754 BOT CHORD 2-8=-609/1023,7-8=-609/1026,5-7=598/1009 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vint=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 lb uplift at joint 1 and 165 lb uplift at joint 6. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply T17331157 1776822 T15 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2717 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-okLTDDHFIiw9MIXOf5IoGJMT1 FCNI4TJ?tHVSu?z6jke 2-10-5 9-11-12 17-1-3 19-6-0 2-10-5 7-1-7 7-1-7 2-4-13 Scale=1:34.5 6x8 = 3 5.00 12 2 4 4x6 ' 5 1 4x8 = 6 KT, 4x8 = Tr ]dib 2x4 II lddi 1 d 2-10-5 9-11-12 17-1-3 19-2-8 19-610 2-10-5 7-1-7 7-1-7 2-1-5 013-8 Offsets(X,Y)— [2:0-6-8,0-0-0],[2:2-3-4,0-4-4],[4:0-4-0,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.20 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.32 2-6 >721 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 Horz(CT) 0.16 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=616/0-5-8,5=616/Mechanical Max Horz 1=57(LC 12) Max Uplift 1=-175(LC 12),5=-173(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1161/809,3-4=-1169/815 BOT CHORD 2-6=-656/1080,4-6=-656/1080 WEBS 3-6=0/257 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 lb uplift at joint 1 and 173 lb uplift at joint 5. Michael S.Magid PE No.53681 MiTek USA,Inc.FL CM 6634 6304 Parke East Blvd,Tampa FL 33610 Date: June 13,2019 1 a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Budding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331158 , 1776822 T16 Roof Special Girder 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:19 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-k7SEdvJ WpJAsbzhnnWKGLkRg23s7rERIKb_Yytz6jkc 2-11-8 7-7-11 12-3-13 } 17-0-0 19-6-0 2-11-8 4-8-3 4-8-3 4-8-3 2-6-0 Scale=1:37.0 2x4 II 4x6 = 4x4 = 3x4 = 3x6 = 3x6 = 4x6 = 1 2 3 4 5 6 7 • 0 - I 0 0 � 13 10 f1�1 iIo Cf 5x8 = 17 18 12 19 20 11 [[11G 21 22 ° Id 4x4 = 4x8 = 5x8 16 14 9 23 15 6x8 = 2x4 II 2x4 II 6x8 = 2-11-8 7-7-11 12-3-13 17-0-0 19-6-0 2-11-8 4-8-3 4-8-3 4-8-3 2-6-0 Plate Offsets(X,Y)— [4:0.2-14,0-1-8],[10:0-6-0,0-2-12],[13:0-6-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.08 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.13 11-12 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.70 Horz(CT) 0.07 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:314 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2'Except' except end verticals. 2-14,6-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:14-15,8-9. REACTIONS. (lb/size) 15=3450/0-5-8,8=3371/Mechanical Max Uplift 15=-1155(LC 4),8=1128(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3072/1040,1-2=-2116/711,2-3=-4073/1364,3-5=-3939/1319,5-6=-3939/1319, 6-7=-1728/581,7-8=-3012/1017 BOT CHORD 13-14=-240/760,2-13=-1750/626,12-13=-733/2181,11-12=-1364/4073,10-11=-607/1808, 6-10=-1938/688 WEBS 1-13=-1229/3659,2-12=-819/2455,5-11=-253/137,6-11=-926/2776,7-10=-1145/3407 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1155 lb uplift at joint 15 and 1128 lb uplift at joint 8. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)559 lb down and 189 lb up at 1-0-12,559 lb down and 190 lb up at 2-9-12,559 lb down and 190 lb up at 4-6-12,559 lb down and 190 lb up at 6-6-12,559 lb down and 190 lb up at 8-6-12,559 lb down and 190 lb up at 10-6-12,559 lb down and 190 lb up at 12-6-12,559 lb down and 190 lb up at 14-6-12,and 559 lb down and 190 lb up at 16-6-12,and 560 lb down and 189 lb up at 18-6-12 on bottom chord. The Michael S.Magid PE No.53681 design/selection of such connection device(s)is the responsibility of others. USA Ine FL Cert 5634 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: June 13,2019 continued on naae 2 s A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331158 1776822 T16 Roof Special Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27.:19 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-k7SEdvJWpJAsbzhnnWKGLkRg23s7rER IKb_Yytz6jkc LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-54,14-15=10,10-13=10,8-9=-10 Concentrated Loads(Ib) Vert:14=-559(F)11=559(F)16=-559(F)17=-559(F)18=559(F)19=-559(F)20=-559(F)21=559(F)22=-559(F)23=-560(F) OMB A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iw iTekl is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Crlterfa,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Ory Ply T17331159 1776822 T17 Common 3 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:20 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-DJOcrFK8adlj D7GzLEsVtxzyaSFSajjRZFj6U Kz6jkb 6-11-3 13-6-15 18-0-14 6-11-3 6-7-11 4-5-15 4x6 = Scale=1:43.8 3 5.00 12 3x4 4 3x4 t1 2 n 4x6 1 1 war. 9 8 7 6 5 2x4 I I 404 = 3x8 3x8 = 3x6 II 6-11-3 13-6-15 18-0-14 6-11-3 6-7-11 4-5-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud • PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.05 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.08 8-9 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.50 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. REACTIONS. (lb/size) 9=569/Mechanical,5=569/Mechanical Max Horz 9=163(LC 12) Max Uplift 9=-156(LC 12),5=-180(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-750/442,2-3=386/271,3-4=-347/280,1-9=-536/363,4-5=-552/436 BOT CHORD 8-9=-286/139,6-8=-546/636 WEBS 2-6=-429/404,1-8=-265/561,4-6=-309/431 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 9 and 180 lb uplift at joint 5. Michael S.Magid PE No-53681 MiTek USA,Inc.FL Cert 6634 8604 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 fA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7d73 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331160 1776822 T18 Roof Special 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2720 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-DJOcrFK8adlj D7GzLEsVixz?eS9Lan4RZFj6U Kz6jkb I 5-3-7 10-3-7 13-6-15 I 18-0-14 5-3-7 4-11-15 3-3-8 4-5-15 4x4 = Scale=1:43.8 4 3x6 i 5.00FIT 3 4x4 5 0,0 ft: i l': 2 : i m 1 3x8 1 iiiiiiiim......1111 r ,axe 7 3x6 II 16: j 3x8 = 11 10 9 2x4 I I 3x4 = 5x8 = 5-3-7 10-3-7 13-6-1518-0-14 5-3-7 I 4-11-15 -j — --3-3-8 { __ 4-5-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.30 Vert(LL) 0.08 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.11 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.09 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. REACTIONS. (lb/size) 11=569/Mechanical,6=569/Mechanical Max Horz 11=163(LC 12) Max Uplift 11=-156(LC 12),6=180(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-725/432,2-3=-575/396,3-4=-395/335,4-5=-399/320,1-11=536/353, 5-6=-557/445 BOT CHORD 10-11=-263/117,9-10=-556/626,7-8=-432/532 WEBS 3-7=-354/322,1-10=-303/589,5-7=317/441 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 11 and 180 lb uplift at joint 6. Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cart 6634 6604 Parka East Blvd.Tampa FL 33610 Date: June 13,2019 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331161 1776822 T19 HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:22 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-9i8MGxLO6EYRSQP LSfuzzM3DYGpH2itk0ZCCZCz6jkZ 7-0-0 9-10-8 16-7-10 7-0-0 2-10-8 6-9-2 Scale=1:28.0 5x6 = 5x6 = 2 15 q3 5.00 12 I 16 L— 17 18 3x4 4 1 —*am— 5 162 7 19 6 20 21 22 2x4 II 5x8 = 4x6 I 5x6 = 7-0-0 9-10-8 16-7-10 7-0-0 2-10-8 6-9-2 Plate Offsets(X,Y)— [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[2:0-3-0,0-2-4],[3:0-3-0,0-2-4],[5:0-3-14,0-0-11],[6:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.18 6-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.17 6-10 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.14 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:69 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 5=1110/0-2-10,1=933/0-5-8 Max Horz 1=42(LC 27) Max Uplift 5=-821(LC 4),1=-698(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1767/1371,2-3=-1559/1241,3-5=-1801/1341 BOT CHORD 1-7=-1210/1562,6-7=-1197/1550,5-6=-1177/1572 WEBS 2-7=-293/331,3-6=-348/371 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 821 lb uplift at joint 5 and 698 lb uplift at joint 1. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 243 lb up at 7-0-0,96 lb down and 99 lb up at 9-0-12,24 lb down and 14 lb up at 11-0-12,and 72 lb down and 50 lb up at 13-0-12,and 126 lb down and 79 lb up at 15-0-12 on top chord,and 272 lb down and 328 lb up at 7-0-0,56 lb down and 75 lb up at 9-0-12,156 lb down and 136 lb up at 11-0-12,and 102 lb down and 111 lb up at 13-0-12,and 70 lb down and 82 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Michael S.Magid PE No.53881 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA Inc,FL Cart 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33810 Vert:1-2=-54,2-3=-54,3-5=-54,8-12=-10 Date: June 13,2019 continued on Daae 2 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331161 1776822 119 HIP GIRDER 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2722 2019 Page 2 ID:YHpvdm0hA7F3p6raEpvTkdz7MH 1-9i8MGxLO6EYRSQPLSfuzzM3DYGpH2itkOZC CZCz6jkZ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:7=-272(B)2=150(B)15=-92(B)17=-32(B)18=86(B)19=-42(B)20=156(B)21=-102(B)22=48(B) A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not tut a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331162 1776822 T20 COMMON 4 1 • Job Reference(optional) Builders Firs16ource,Jacksonville,Fl 32244 8.240 s May 13 2019 MITek Industries,Inc.Thu Jun 13 15:48:29 2019 Page 1 a ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-1 gBbjmU4Wyohe2thTfc32jRkbk2FLPAneXskxdz6fvm 4-3-0 8-5-4 12-7-8 15-4-0 4-3-0 4-2-4 4-2-4 2-8-8 4x4 = Scale=1:27.1 3 t 5.00 12 2x4 44x6 2 ` 2x4 II 5 1 N c 7 4x4 = 3x8 = 6 3x8 I 3x4 = 8-5-4 I 15-4-0 8-5-4 6-10-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-14],[1:0-3-3,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.07 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.11 7-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEDGE Left 2x4 SP No.3 REACTIONS. (lb/size) 1=486/0-5-8,6=486/Mechanical Max Horz 1=64(LC 12) Max Uplift 1=-141(LC 12),6=132(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-847/638,2-3=-594/446,3-4=-592/448 BOT CHORD 1-7=-565/752,6-7=390/519 WEBS 2-7=-292/301,3-7=119/258,4-6=-624/497 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 141 lb uplift at joint 1 and 132 lb uplift at joint 6. LOAD CASE(S) Standard Michael S.Magid PE No.53631 MiTek USA,Inc.FL Cert 6634 6604 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ll• Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 717331163 1776822 721 FLAT GIRDER 1 1 Job Reference(optional) - Builders FirstSource,Jacksonville,Fl 32244 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 15:48:42 2019 page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-9KUVSCeESxRrh2MBjuL64SUxBzR9uMBhd3VwvNz6fvZ 1-5-9 2-7-11 3-9-12 4-11-13I 6-1-15 I 7-7-8 1-5-9 1-2-1 1-2-1 1-2-1 1-2-1 1-5-9 Scale=1:14.4 3x6 = 2x4 II 3x8 = 2x4 II 3x8 = 2x4 H 3x6 1 2 3 4 5 6 7 15 13 4x8 = 12 2x4 II 16 11 10 94x8 = 17 8 3x8 = 2x4 I 14 304 II 304 I 1-5-9I 2-7-11 I 3-9-12 I 4-11-13 I 6-1-15 I 7-7-8 1-5-9 1-2-1 1-2-1 1-2-1 1-2-1 1-5-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.06 11 >999 180 BCLL 0.0 ' Rep Stress Ina' NO WB 0.56 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing. REACTIONS. (lb/size) 14=1161/0-5-8,8=1288/Mechanical Max Uplift 14=-352(LC 4),8=-388(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-854/265,1-2=-1395/423,2-3=-1395/423,3-4=-2392/726,4-5=-2392/726,5-6=-1329/402,6-7=-1329/402, 7-8=-810/252 BOT CHORD 12-13=-680/2236,12-16=-680/2236,11-16=-680/2236,10-11=-677/2228,9-10=-677/2228 WEBS 1-13=-443/1466,3-13=1017/311,3-12=-98/362,5-10=111/406,5-9=-1088/332,7-9=-421/1391 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 352 lb uplift at joint 14 and 388 lb uplift at joint 8. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)494 lb down and 148 lb up at 1-0-12,494 lb down and 149 lb up at 3-0-12,and 494 lb down and 149 lb up at 5-0-12,and 497 lb down and 146 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=-54,8-14=-10 Concentrated Loads(Ib) Vert:10=-494(F)15=494(F)16=-494(F)17=-497(F) Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cot 6634 6604 Parise East Blvd.Tampa FL 33610 Date: June 13,2019 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331164 1776822 T22 Flat Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:25 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-ZHgVuyNGP9w0Ju8w7nRga?hjMTwJFysAj WRtAXz6jkW 2-1-11 4-1-10j 6-1-9 I 8-1-8 I 10-1-8 I 12-1-7 I 14-1-6 I 16-1-5 I 18-1-4 j 20-2-15 2-1-11 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 2-1-11 Scale=1:34.3 4x12 = 3x10 = 6x12 MT2OHS = 4x12 = 3x10 = 3x10 = 2 3 4 5 6 7 8 9 10 11 . 9 x 22 23 21 24 20 25 19 26 18 27 17 28 16 29 15 30 14 13 31 32 12 3x6 I I 5x12 = 3x10 = 7x14 MT2OHS = 3x10 = 5x12 = 3x6 II 2-1-11I 4-1-10 I 6-1-9 I 8-1-8 I 10-1-8 I 12-1-7 I 14-1-6 16-1-5 I 18-1-4 I 20-2-15 2-1-11 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 1-11-15 2-1-11 Plate Offsets(X,Y)— [7:0-5-8,0-3-01,[17:0-7-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.43 17 >555 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.68 17 >352 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.64 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:236 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-21,3-21,3-19,5-19,5-17,7-17,7-15,9-15,9-13,11-13:2x4 SP No.2 REACTIONS. (lb/size) 22=3368/Mechanical,12=3500/Mechanical Max Uplift 22=-1014(LC 4),12=-1051(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-2960/899,1-2=-5131/1541,2-3=-5131/1541,3-4=-11805/3548,4-5=-11805/3548, 5-6=-13982/4203,6-7=-13981/4203,7-8=-11727/3526,8-9=-11727/3526, 9-10=-4992/1500,10-11=-4992/1500,11-12=-2874/873 BOT CHORD 20-21=-2890/9613,19-20=2890/9613,18-19=-4280/14232,17-18=-4280/14232, 16-17=-4261/14164,15-16=-4297/14291,14-15=2846/9462,13-14=2846/9462 WEBS 1-21=-1695/5649,3-21=-5168/1556,3-20=-306/1090,3-19=-759/2528,5-19=-2798/844, 5-18=-360/1269,5-17=-288/89,7-16=-352/1243,7-15=-2916/878,9-15=-784/2613, 9-14=-293/1047,9-13=-5154/1552,11-13=-1646/5481 NOTES- (13) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1014 lb uplift at joint 22 and 1051 lb Michael S.Magid PE No.53681 uplift at joint 12. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 ` .ontinued on Daae 2 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331164 1776822 T22 Flat Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27'25 2019 Page 2 ID:YHpvdm0hA7F3p6raEpvTkdz7MH 1-ZHgVuyNGP9wOJu8w7nRga?hjMTwJFysAj WRtAXz6jkW NOTES- (13) 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)559 lb down and 166 lb up at 1-9-11,559 lb down and 166 lb up at 3-3-11,559 lb down and 166 lb up at 5-3-11,559 lb down and 166 lb up at 7-3-11,559 lb down and 166 lb up at 9-3-11,559 lb down and 166 lb up at 11-3-11,559 Ib down and 166 lb up at 13-3-11,559 lb down and 166 lb up at 15-3-11,and 559 lb down and 166 lb up at 17-3-11,and 560 lb down and 165 lb up at 19-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-11=-54,12-22=-10 Concentrated Loads(Ib) Vert:23=-559(B)24=-559(B)25=-559(B)26=-559(B)27=559(B)28=-559(B)29=-559(B)30=-559(B)31=-559(B)32=560(B) � I O WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 717331165 _ 1776822 T24 Common Supported Gable 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:26 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-1 TOt610vAT3tx2j7hUyv7CD4KtNw_YNKxAAQ i_z6jkV I 4-1-12 8-3-8 4-1-12 4-1-12 Scale=1:15.8 3x4 = 4 5 6 • 5.00 12 3x4 7 3x4 3 8 2 01 9 1 Y:'Y�":':"e:44: 'e'V�'�Y'�Y'''e"'e":**I''--"."'""' "e"e"e"e''Z"Z""'YM" "1''1'i':'1'YY�'1YYY''e'eYY'e'e"Z""•"Z"Z"Z""""""Z""�'`�"Z"Z"Y *:`::`:•::'�'�' e�1�������e����eee�ee�����eeeeeeeeeeeee� eeeee�ee��eeeeee�eeeellee��♦♦♦♦ee���e��eeeeeeee��ee���ee�e��ee��e�eeeeee♦ ♦♦e���������eeee�elele ee��e��eeeeeeeeeeee�eeeee���� �e��eee�ee�eeeeeeeeeeeeeeeee�������eeeee�eeeeeee��e����e�e•♦e�ee�eeeeleee♦ 13 12 11 10 4x4 i 4x4 83-8 8-3-8 Plate Offsets(X,Y)— 15:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-3-8. (Ib)- Max Horz 1=-38(LC 17) Max Uplift All uplift 100 lb or less at joint(s)1,9,12,13,11,10 Max Gray All reactions 250 lb or less at joint(s)1,9,12,13,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,12,13,11, 10. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33810 Data: June 13,2019 t l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not is" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331166 1776822 T25 COMMON STRUCTURAL GA 1 1 _ Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:28 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-_sVdW Q9i4JbALtVpv?NCdJLuh1sSNHdPUfXnsz6jkT 5-7-2I 11-1-8 I 16-7-14 I 22-3-0 5-7-2 5-6-6 5-6-6 5-7-2 Scale=1:39.8 4x6 = 4 I 5.00 12 r r r 3x4 3x4 3 r 5 3x4Is ~ 3x4 2 N 2 r 8 1 ✓ Xi A e ^ r ^� i%' y L7 Y CJ Y G it r ' r, it L7 CI LI LI `' Id gat;S:4S: O Or'.'4 -..I peen... .•:::ep$♦ ♦44►OS e��p���p��e�e;e�:;:;:�����e�������ea A!�!�lQQ�y!���i ���! wti����l��ele!ili�la �il�l��e!O�<tiv��s�s44a�`!ti�l�!t!� i!�!�!�!Q�IQ�I�I�I�SI�I�I��Ii:•: 4x6 = 3x8 = 19 18 17 18 15 14 13 12 11 10 9 4x6 = 3x6 = 5-7-2I 11-1-8 I 14-5-0 { 16-7-14 I 22-3-0 { 5-7-2 5-6-6 3-3-8 2-2-14 5-7-2 Plate Offsets(X,Y)— [22:0-1-12,0-1-0],[24:0-1-12,0-1-0],[33:0-1-12,0-1-0],[35:0-1-12,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 8-46 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.04 8-46 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-5-0 except(jt=length)7=0-5-8. (Ib)- Max Horz 1=101(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,17,18,10,9 except 7=147(LC 13),12=-401(LC 13), 16=-223(LC 12),19=-108(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,13,14,15,17,18,19,10,9,9,1 except 7=257(LC 24), 12=678(LC 1),16=278(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-7=-303/221 BOT CHORD 10-12=-155/279,9-10=-155/279,8-9=-155/279,7-8=-155/279 WEBS 4-12=-415/302,5-12=-494/438,3-16=289/238 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,10,9,1 except(jt=lb)7=147,12=401,16=223,19=108. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Ceft 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 4 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331167 1776822 T26 COMMON 2 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:29 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-S230kKRnTORSoVSiMdWcIrrWK5JaBtymd8P4J Iz6jkS 5-7-2 11-1-8 ) 16-7-14 22-3-0 5-7-2 5-6-6 5-6-6 5-7-2 Scale=1:37.6 4x6 = 3 5.00 12 2x4 2 4 1 • 5 lA j Ia 8 7 6 3x8 II 3x4 = 3x6 = 3x4 = 4x4 = 4x4 = 3x8 II 7-5-4 14-9-12 22-3-0 7-5-4 7-4-9 7-5-4 Plate Offsets(X,Y)— [1:0-0-0,0-1-10],[1:0-3-3,Edge],[5:0-0-0,0-1-10],[5:0-3-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.08 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 6-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=712/0-5-8,5=712/0-5-8 Max Horz 1=62(LC 12) Max Uplift 1=-202(LC 12),5=202(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1336/930,2-3=-1171/871,3-4=-1171/871,4-5=-1336/930 BOT CHORD 1-8=-777/1187,6-8=-443/816,5-6=777/1187 WEBS 3-6=-248/375,4-6=289/308,3-8=-248/375,2-8=-289/308 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=202,5=202. Michael S.Magid PE Na.53881 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Data. June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,215 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331168 1776822 T27 Common Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:30 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-wEdOxgRPEhZJQf1uwK1rH2Oa_UbS`wDLvso8eriz6jkR 5-7-2 11-1-8 16-7-14 22-3-0 5-7-2 5-6-6 5-6-6 5-7-2 Scale=1:36.5 4x6 II 3 5.00 12 3x6 i 3x6 2 doe. 404. 1 — 5 a - e - Id j8 9 10 11 12 13 14 15 6x8 = 6x8 = 3x10 I I 8x14 MT2OHS= 3x10 I I 5-7-2 11-1-8 16-7-14 22-3-0 5-7-2 5-6-6 5-6-6 5-7-2 Plate Offsets(X,Y)— [1:0-0-0,0-2-3],[5:0-0-0,0-2-3],[7:0-7-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.23 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.36 7-8 >728 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Ina NO WB 0.62 Horz(CT) 0.07 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:236 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 3-7:2x4 SP No.2 REACTIONS. (lb/size) 1=4299/0-5-8,5=5769/0-5-8 Max Horz 1=65(LC 12) Max Uplift 1=-1563(LC 8),5=-1848(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-10049/3692,2-3=-7631/2656,3-4=-7633/2657,4-5=-10641/3450 BOT CHORD 1-8=-3351/9032,7-8=-3351/9032,6-7=-3072/9592,5-6=-3072/9592 WEBS 3-7=-1914/5517,4-7=-2888/854,4-6=-635/2477,2-7=-2271/1088,2-8=-850/1998 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=1563,5=1848. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2284 lb down and 1047 lb up at 7-1-9,915 lb down and 325 lb up at 9-0-12,915 lb down and 322 lb up at 11-0-12,919 lb down and 265 lb up at 13-0-12,910 lb down and 272 lb up at 15-0-12,910 lb down and 272 lb up at 17-0-12,and 910 lb down and 272 lb up at 19-0-12,and 910 lb down and 272 lb up at 21-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.53681 LOAD CASE(S) Standard MiTek USA,Inc.FL Cart 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 S ontinued on Daae 2 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331168 1776822 T27 Common Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:30 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-wEdOxgRPEhZJQfluwKl rH2Oa_UbSwDLvsoSeriz6jkR LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-54,3-5=-54,1-5=10 Concentrated Loads(Ib) Veil:7=-915(F)9=-2284(F)10=-915(F)11=-919(F)12=-910(F)13=-910(F)14=-910(F)15=-910(F) � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331169 1776822 T28 Monopitch Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:31 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7M H 1-ORBm90S 1??h91 pb4U2Y4gGxvLuOe&l 35SuBNBz6jkQ 3-4-10 ( 7-0-0 3-4-10 3-7-6 2x4 I I Scale=1:20.9 3 5.00 12 3x4 2 1 a r r i_� 6 5 7 4 k41 2x4 I 3x4 = 4x4 = 3-4-10 7-0-0 3-4-10 3-7-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.02 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incl NO WB 0.27 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=684/0-5-8,4=599/Mechanical Max Horz 1=112(LC 8) Max Uplift 1=-414(LC 8),4=-262(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-936/385 BOT CHORD 1-5=-426/814,4-5=426/814 WEBS 2-5=-269/578,2-4=-897/469 NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=414,4=262. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)338 lb down and 379 lb up at 1-4-12,and 261 lb down and 81 lb up at 3-4-12,and 261 lb down and 81 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,1-4=-10 Concentrated Loads(Ib) Vert:5=-261(B)6=-338(B)7=-261(B) Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa R.33810 Date: June 13,2019 t / A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331170 1776822 T29 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:32 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-sdl8MMTglJpOfzAG213JNTT4xI000FwCK6dkwdz6jkP 3-0-0 5-9-0 8-9-0 j 3-0-0 2-9-0 3-0-0 Scale=1:23.7 4x8 = 4x4 = 5.00 12 2 9 3 nib 1 3x4 3x4 10 00.001111111111111111111111111111111IIMME ailit 1111* IMINIIMIAll rA 0 r�1.1 r Y �� ry t. c 7 10 6 5 8 3x4 = 3x8 = 2x4 II 2x4 II 3-0-0I 5-9-0 I 8-9-0 3-0-0 2-9-0 3-0-0 Plate Offsets(X,Y)— [2:0-5-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=348/Mechanical,5=348/Mechanical Max Horz 8=-16(LC 9) Max Uplift 8=-369(LC 8),5=-369(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-281/346,2-3=227/331,3-4=-280/346,1-8=-332/376,4-5=331/376 BOT CHORD 6-7=-304/228 WEBS 1-7=-369/274,4-6=368/273 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=369,5=369. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)97 lb down and 197 lb up at 3-0-0,and 23 lb down and 90 lb up at 4-4-8,and 97 lb down and 197 lb up at 5-9-0 on top chord,and 63 lb down and 118 lb up at 3-0-0,and 15 lb down and 34 lb up at 4-4-8,and 63 lb down and 118 lb up at 5-8-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-3=-54,3-4=-54,5-8=10 Concentrated Loads(Ib) Michael S.Magid PE No.53831 Vert:2=-50(B)3=-50(B)7=-14(B)6=-14(B)9=18(B)10=-8(B) MiTek USA Inc.Ft.Cart 8634 6804 Parke East Blvd.Tampa Ft.33610 Date: June 13,2019 f I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1V111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331171 1776822 T30 Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2:33 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-KpJ WaiU I WcxtH7lTbSaYvhOEYil57IsMYm NIS4z6jk0 I 4-4-8 8-9-0 I 4-4-8 4-4-8 Scale=127.2 4x4 = 5.00 ITT 2 3x8 3x6 11111113 1 41111411111* I := I�MUM 1 5 4 6 3x8 = 2x4 11 2x4 I I 4-4-8 8-9-0 4-4-8 4-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 5-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=271/Mechanical,4=271/Mechanical Max Horz 6=24(LC 16) Max Uplift 6=-71(LC 12),4=-71(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-251/245,3-4=-251/245 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. Michael S.Magid PE No.53631 MiTek LISA,Inc.FL Cea 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47073 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331172 1776822 T31 Half Hip Girder 1 Job Reference(optional) - Builders FirstSource, i Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:35 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-GCQ H_NVY2E BbWQvrjtd0_65STVGjbRGf04sPWyz6jkM 7-0-0i 12-7-0 i 18-0-4 23-5-8 I 29-0-8 7-0-0 5-7-0 5-5-4 5-5-4 5-7-0 Scale=1:49.3 3x8 = 4x8 = 2x4 II 3x6 = 2x4 I i 3x8 = 5.00 12 2 14 15 3 4 5 16 6 17 18 7 lel it! 1 r10000111111.1.11111111111.111111111.111.1111111.1°.1. l'' El DIE1 • 4x4 = 13 19 20 21 12 11 10 22 23 9 24 25 8 2x4 II 3x8 = 4x6 = 2x4 II 5x8 = 3x8 II 7-0-0 12-7-0 18-0-4 23-5-8 29-0-8 7-0-0 i 5-7-0 i 5-5-4 I 5-5-4 5-7-0 Plate Offsets(X,Y)— [2:0-5-4,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.21 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.30 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017lTPI2014 Matrix-S Weight:334 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=2086/0-5-8,8=2294/Mechanical Max Horz 1=114(LC 8) Max Uplift 1=-972(LC 5),8=-1037(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4618/2246,2-3=-5538/2613,3-4=-5538/2613,4-6=3563/1619,6-7=-3563/1619, 7-8=2262/1065 BOT CHORD 1-13=-2073/4127,12-13=-2083/4150,10-12=-2363/5164,9-10=-2363/5164 WEBS 2-13=-203/607,2-12=-609/1590,3-12=461/281,4-12=-314/431,4-10=-131/412, 4-9=-1847/857,6-9=-683/440,7-9=-1835/4045 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=972,8=1037. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)201 lb down and 289 lb up at 7-0-0,127 lb down and 128 lb up at 9-0-12,127 lb down and 128 lb up at 11-0-12,127 lb down and 128 lb up at 21-2-13,127 lb down and 128 lb up at 23-2-13,and 127 lb down and 128 lb up at 25-2-13,and 127 lb down and 128 lb up at 27-2-13 on top chord,and 264 lb down and 214 lb up at 7-0-0,71 lb down at 9-0-12,71 lb down at 11-0-12,589 lb down and 272 lb up at 11-9-4 Michael S.Magid PE No.53681 ,589 lb down and 272 lb up at 20-7-12,71 lb down at 21-2-13,71 lb down at 23-2-13,and 71 lb down at 25-2-13,and 71 lb down MiTek USA Inc.FL Cert 6634 at 27-2-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 590d Parke East Blvd.Tampa FL 33610 Date: LOAD CASE(S) Standard June 13,2019 ontinued on oaoe 2 / A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331172 1776822 T31 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:35 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-GCQ H_NVY2E BbWQvrjtd0_65STVGjbRGf04sP Wyz6jkM LOAD CASE(E) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-7=54,1-8=10 Concentrated Loads(Ib) Vert:2=-201(B)13=262(B)6=-127(B)9=-24(B)14=-127(B)15=127(B)16=-127(B)17=-127(B)18=127(B)19=-24(B)20=-24(B)21=589(B)22=-589(B) 23=-24(B)24=-24(B)25=24(B) IMMO t I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mn-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331173 1776822 T32 HALF HIP 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:36 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-10_fCjWApXJS8aU2Hb8FXJehhvfbKyAoEkby30z6jkL 4-6-6 9-0-0 15-8-12 22-3-12 29-0-8 4-6-6 I 4-5-10 ( 6-8-12 6-7-0 6-8-12 Scale=1:49.2 4x8 = 2x4 II 3x6 =3x4 = 3x6 = 5.00 12 3 4 5 6 7 LTJ CZ 2 01 �� -0004000000100111.°111.1---:- 1 4 J 0 v j 8 11 12 10 9 8 5x6 = 3x4 = 3x8 3x8 = 3x6 = 3x6 II 9-0-0j 15-8-12 I 22-3-12 I 29-0-8 9-0-0 6-8-12 6-7-0 6-8-12 Plate Offsets(X,Y)— [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.13 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.21 10-12 >999 180 BCLL 0.0 ' Rep Stress Inc- YES WB 0.54 Horz(CT) 0.05 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:151 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. WEDGE WEBS 1 Row at midpt 7-9 Left:2x4 SP No.3 REACTIONS. (lb/size) 6=925/Mechanical,1=925/0-5-8 Max Horz 1=138(LC 12) Max Uplift 8=-315(LC 9),1=-242(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1823/1179,2-3=-1597/1015,3-4=1696/1121,4-6=-1698/1121,6-7=-1223/789, 7-8=892/606 BOT CHORD 1-12=-1227/1631,10-12=-991/1449,9-10=-789/1223 WEBS 2-12=-205/259,3-12=-47/260,3-10=-152/291,4-10=-375/314,6-10=-390/558, 6-9=-669/523,7-9=-908/1407 NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(]t=lb) 8=315,1=242. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 I I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notIlli• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331174 1776822 T33 HALF HIP 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2736 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-10_fCj WApXJS8aU2Hb8FXJej RveEOZoEkby30z6jkL 5-6-6 11-0-0 16-11-0 { 23-1-8 29-0-8 5-6-6 5-5-10 5-11-0 6-2-8 5-11-0 Scale=1:49.2 4x6 = 3x4 = 3x8 2x4 II 3x4 = 3 4 5 6 7 5.00 3x4 2 1 04, -11 10 9 12 11 8 5x8 = 2x4 II 3x8 = 3x8 = 3x4 = 6x8 = 5-6-6 11-0-0 20-0-4 I 29-0-8 5-6-6 5-5-10 9-0-4 9-0-4 Plate Offsets(X,Y)— [1:0-0-6,0-0-2],[1:0-6-5,0-0-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. WEDGE WEBS 1 Row at midpt 6-8 Left 2x4 SP No.3 REACTIONS. (lb/size) 8=925/Mechanical,1=925/0-5-8 Max Horz 1=168(LC 12) Max Uplift 8=-312(LC 9),1=-231(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1811/1136,2-3=-1484/942,3-4=-1323/927,4-6=-1164/752 BOT CHORD 1-12=-1233/1620,11-12=-1233/1620,9-11=-931/1361,8-9=-613/906 WEBS 2-11=-335/340,3-11=-109/304,4-9=-367/333,6-9=-259/480,6-8=1166/795 NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 8=312,1=231. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6604 Parke East Blvd.Tampa FL 33610 Data: June 13,2019 __ A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331175 1776822 T34 HIP 1 1 _ Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:37 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-DbY 1 P3XoarRJIk3EgIfU4XBr_JOd3QwxTOLVbrz6jkK 6-6-6 13-0-0 16-0-8 22-6-2 29-0-8 6-6-6 ] 6-5-10 [ 3-0-8 6-5-10 ] 6-6-8 Scale=1:49.1 4x8 = 4x6 = 3 4 5.00 t2 3x4 i 3x4 2 5 qq 1 6 T Ia 10 s 6 5x8 = 2x4 II 3x4 = 5x8 = 2x4 II 5x6 = 6-6-6 13-0-0 16-0-8 22-6-2 29-0-8 6-6-6 6-5-10 3-0-8 6-5-10 6-6-6 Plate Offsets(X,Y)— [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[3:0.5-4,0-2-0],[6:0-6-5,0-0-5],[6:0-0-6,0-0-2],[8:0-3-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.12 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.21 9-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.50 Horz(CT) 0.07 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:146 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing, Except: WEBS 2x4 SP No.3 7-4-13 oc bracing:8-9. WEDGE Left 2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=929/0-5-8,6=929/Mechanical Max Horz 1=73(LC 16) Max Uplift 1=-255(LC 12),6=255(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1817/1226,2-3=-1355/970,3-4=1190/961,4-5=-1360/973,5-6=-1816/1226 BOT CHORD 1-10=-1039/1621,9-10=-1039/1621,8-9=-645/1190,7-8=-1039/1620,6-7=-1039/1620 WEBS 2-9=-502/437,3-9=156/277,4-8=-159/276,5-8=-498/434 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=255,6=255. Michael S.Magid PE No.536a1 MiTek USA,Inc.FL Cert 6634 6604 Parke East Blvd.Tampa FL 33610 Data: June 13,2019 t l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331176 1776822 T35 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:38 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-hn6PdPXQL9ZANueQO0AjckjyljFwopR5i2437Hz6jkJ 7-3-8 14-6-4 21-9-0 29-0-8 7-3-8 7-2-12 7-2-12 7-3-8 Scale:1/4"=1' 4x6 = 3 5.00 F1-2-4 3.4 2 4 1 ;1 • 1 5 lel la kr-k 7 5x8 II 9 8 __ 6 5x8 II 2x4 II 3x8 = 3x8 2x4 II 7-3-8 14-6-4 21-9-0 29-0-8 7-3-8 7-2-12 7-2-12 7-3-8 Plate Offsets(X,Y)— [1:0-0-2,0-0-61,[1:0-0-5,0-6-5],[5:0-0-2,0-0-6],[5:0-0-5,0-6-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.11 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.19 6-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.74 Horz(CT) 0.07 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=920/0-5-8,5=920/Mechanical Max Horz 1=85(LC 12) Max Uplift 1=-261(LC 12),5=-262(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1793/1211,2-3=-1243/915,3-4=-1243/916,4-5=-1815/1226 BOT CHORD 1-9=-1002/1577,8-9=-1002/1577,6-8=-1020/1603,5-6=-1020/1603 WEBS 3-8=-384/548,4-8=-617/523,2-8=-592/503 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=261,5=262. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6604 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 I _ I • O WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331177 1776822 T36 COMMON 4 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:39 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-9zgngIY36Sh1?2Ddyj hy9yG9K7hHXFBExigcfjz6jkl 7-3-8 14-6-4 ( 21-9-0 29-0-8 7-3-8 7-2-12 7-2-12 7-3-8 Scale:1/4"=1' 4x6 = 3 5.00 12 3x4 3.4 2 4 1 5 J�l d 9 8 6 5x6 = 2x4 II 3x8 = 3x6 2x4 II 5x6 = 7-3-8 14-6-4 21-9-0 29-0-8 7-3-8 7-2-12 7-2-12 7-3-8 Plate Offsets(X,Y)— [1:0-0-6,0-0-2],[1:0-6-5,0-0-5],[5:0-0-6,0-0-2],[5:0-6-5,0-0-5] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.12 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.21 8-9 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.71 Horz(CT) 0.07 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=929/0-5-8,5=929/0-5-8 Max Horz 1=81(LC 16) Max Uplift 1=-264(LC 12),5=-264(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1797/1228,2-3=-1268/931,3-4=-1268/931,4-5=-1797/1228 BOT CHORD 1-9=-1031/1598,8-9=-1031/1598,6-8=-1031/1598,5-6=-1031/1598 WEBS 3-8=-376/546,4-8=-590/498,2-8=-590/498 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=264,5=264. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I A.V1iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331178 1776822 T37 Common Girder 1 n Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27,41 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-5MoYFRaJe4yIELM?38kO E NLTMwPK?BQXOOJjkcz6jkG 4-10-9 8-3-0 14-6-4 20-9-8 24-1-15 29-0-8 4-10-9 3-4-7 6-3-4 6-3-4 3-4-7 4-10-9 Scale:1/4"=l' 4x4 = 4 5.00 12 5x65x6 3 5 3x4 ' ~ 3x4 - 2 6 100••••••••••••40.000.11.-'-4°.°°1111°.........°4 _.0000000000000000,-, 7 ock 5x8 = 13 12 11 10 9 14 15 16 8 5x8 2x4 II 8x10 = 4x12 = 5x8 8x10 = 2x4 II 4-10-9 8-3-0 14-6-4 20-9-8 24-1-15 29-0-8 4-10-9 ( 3-4-7 6-3-4 6-3-4 3-4-7 4-10-9 Plate Offsets(X,V)— [1:0-0-0,0-1-10],[7:0-0-0,0-1-10],[9:0-3-8,0-4-12],[12:0-3-8,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.20 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.31 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.07 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:341 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 1=2143/0-5-8,7=4938/0-5-8 Max Horz 1=84(LC 12) Max Uplift 1=-628(LC 8),7=-1464(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4581/1324,2-3=-4550/1346,3-4=-4285/1273,4-5=-4284/1273,5-6=-9066/2701, 6-7=-10165/2999 BOT CHORD 1-13=1229/4081,12-13=-1229/4081,11-12=-1220/4178,9-11=-2388/8357, 8-9=-2655/9125,7-8=-2655/9125 WEBS 4-11=-833/2907,5-11=-5183/1640,5-9=-1221/4157,6-9=-945/321,6-8=-339/1237, 3-11=-379/285 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-9 2x4-1 row at 0-3-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=628,7=1464. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3525 lb down and 1061 lb up at 20-9-7,575 lb down and 176 lb up at 22-10-4,and 575 lb down and 176 lb up at 24-10-4,and 575 lb down and 176 lb up at 26-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.53631 LOAD CASE(S) Standard MiTek USA Inc.FL Cart 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6804 Parke East Blvd.Tampa FL$3610 Date: June 13,2019 —ontinued on Daae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Magid/connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss 'Truss Type Qty Ply T17331178 1776822 T37 Common Girder 1 2 ,Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:41 2019 Page 2 ID:YHpvdmOt1A7F3p6raEpvTkdz7MH 1-5MoYFRaJe4yIELM?38kQENLTMwPK?8QX00Jjkcz6jkG LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=-54,4-7=-54,1-7=10 Concentrated Loads(Ib) Vert:9=-3525(B)14=-575(B)15=-575(B)16=-575(B) � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331179 1776822 T38 COMMON 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:42 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH1-ZYLwSmbxPN4csVxBdrFfnauhGKlgkcKhdg2GG2z6jkF 7-3-8 14-6-4 20-7-15 7-3-8 7-2-12 6-1-11 4x6 = Scale=1:41.0 3 5.0012 3x6 4 x4 2 1. 1 a l Icav 8 7 6 3x8 II5 4x4 = 2x4 II 3x6 _ 3x8 = 3x6 II 7-3-8 14-6-4 20-7-15 7-3-8 7-2-12 6-1-11 Plate Offsets(X,Y)— [1:0-0-0,0.1-10],[1:0-3-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. • DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.06 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 6-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=657/0-5-8,5=657/Mechanical Max Horz 1=164(LC 12) Max Uplift 1=-195(LC 12),5=-180(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1163/746,2-3=-587/415,3-4=-563/417,4-5=-630/480 BOT CHORD 1-8=-796/1017,6-8=-796/1017 WEBS 2-6=-623/538,4-6=-341/527 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=195,5=180. Michael S.Magid PE No.536111 MiTek LISA,Inc.FL Cert 6634 6904 Parka East Blvd.Tampa FL 33610 Data: June 13,2019 � l A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/77.11 Quality Crltsrla,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T17331180 1776822 T39 Common Supported Gable 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:43 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-1 kvlg6bZAhCSTfWOBZmuJoQ_IkBhTESgrKogpUz6jkE 4-8-0 9-4-0 4-8-0 4-8-0 Scale=1:17.7 354 = 4 5 6 5.00 12 7 3x4 i 3 8 3x4 2 9 1 OPAL • .:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..:.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..:.:..:.:.:.:.. 1,7; :.ee •eeee�������������ee�����e�eee�ee������0i����������������������������e���������������4eee��e�4eeeee0ie ��♦ 13 12 11 10 4x4 4x4 9-4-0 9-4-0 Plate Offsets(X,Y)— j5:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-4-0. (Ib)- Max Horz 1=-43(LC 13) Max Uplift All uplift 100 lb or less at joint(s)1,9,12,11 except 13=-115(LC 12),10=-117(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,9,12,13,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,12,11 except(jt=Ib)13=115,10=117. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not oil" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331181 1776822 T40 Common Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-3224.4, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:44 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-WxTgtScBx2KJ5p5aIGH7s?z_V8PMCY3z4_XNLxz6jkD 5-4-12 10-8-12 16-0-12 21-5-8 5-4-12 5-4-0 5-4-0 5-4-12 Scale=1:38.5 4x6 = 4 5.00 12 • 111"111 3x4 3 Li 4x6 5 3x4 i 1 rr ~ 3x4 1111 1i ✓ la r, PI e e e PI w .7 jiMa a a a a 11 I� - a a a - a Iq •—•-•:9:4:9-��������♦ 4•��4*9e9P4.4•9 k;4'vJe4'44'4•�4•��4.4•�� �e9`4•�9:9;. a to..O�e���ee�O�e�e�i�e�eee���0e�:696�0e �������00����0epppee•• kt�e�ztoxeeeeeepeaei toz.: tie.A.e.��...�..�......��....�..��.................tititi.A.......ee:.e:...1£:. 38 39 40 41 42 5x6 = 4x12 = 5x8 17 16 15 14 13 12 11 10 9 3x10 II 4x6 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5-4-12 ( 10-8-12 12-7-0 16-0-12 21-5-8 5-4-12 5-4-0 1-10-4 3-5-12 5-4-12 Plate Offsets(o)- [1:0-1-4,0-2-7],[7:0-1-4,0-2-7],[20:0-1-12,0-1-0],[22:0-1-12,0-1-0],[30:0-1-12,0-1-0],[33:0-1-12,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.14 7-8 >737 180 BCLL 0.0 * Rep Stress lncr NO WB 0.61 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-11:2x6 SP M 26 10-0-0 oc bracing:9-10,8-9,7-8. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-10 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-7-0 except(jt=length)7=0-5-8,9=0-3-8. (Ib)- Max Horz 1=-99(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,12,13,16,17 except 7=-594(LC 9),10=-651(LC 9),15=-382(LC 27),9=-349(LC 9) Max Gray All reactions 250 lb or less at joint(s)1,12,13,14,16,17 except 7=1712(LC 20),10=1637(LC 1), 15=271(LC 18),9=1096(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-203/423,3-4=252/886,4-5=-273/884,5-7=-1766/621 BOT CHORD 1-17=-336/221,16-17=-336/221,15-16=-336/221,14-15=-336/221,13-14=-336/221, 12-13=-336/221,10-12=-336/221,9-10=-521/1615,8-9=-521/1615,7-8=-521/1615 WEBS 4-10=-898/351,5-10=-2563/1014,5-8=-446/1584,3-10=-480/215,3-15=-245/363 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,12,13,16,17 except(jt=lb)7=594,10=651,15=382,9=349. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)638 lb down and 209 lb up at 12-11-11,643 Ib down and 203 Ib up at 14-11-11,643 Ib down and 203 lb up at 16-11-11,and 643 Ib down and 203 Ib up at 18-11-11,and 644 lb down and 202 lb up at 20-5-11 on bottom chord. The design/selection of such connection device(s)is the Michael S.Magid PE No.87881 responsibility of others. MiTek USA,Inc.FL Cat 6634 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6904 Parke East Blvd.Tampa FL 33610 Date: LOAD CASE(S) Standard June 13,2019 -ontinued on owe 2 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-39 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331181 1776822 T40 Common Girder 1 1 Job Reference(optional) Builders FirstSource, a Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:44 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-WxTgtScBx?KJ5p5aIGH7s?z_V8PMCY3z4_XNLxz6jkD LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-7=54,1-7=10 Concentrated Loads(Ib) Vert 38=-638(B)39=-643(B)40=-643(B)41=-643(B)42=644(B) 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331182 1776822 T41 Scissor Supported Gable 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:22:46 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-SJbRI8eSSca1K6FzshJbxQ2SjxBDganGYIOUPpz6jkB 9-1-12 I 18-3-8 9-1-12 9-1-12 Scale=1:32.6 3x4 = 6 7 8 5.00 12 5 111111%1010 Y V 3 11 r t�• Y V4 10 3x43x4 r tl 19 18 17 r Y2 x4 2 r 20 3x4 = 16 21 15 v 3 1 14 I. 4 • ee eee. • • • . e. , • 3.00 12 3x4 II CONTINUOUS SUPPORT IS REQUIRED 3x4 3x4 II UNDER EACH BOTTOM CHORD SECTION, TYPICAL. 9-1-12 18-3-8 9-1-12 9-1-12 Plate Offsets(X,V)— [1:0-0-14,0-1-4],[7:0-2-0,Edge],[13:0-0-14,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:75 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-3-8. (Ib)- Max Horz 1=-88(LC 13) Max Uplift All uplift 100 lb or less at joint(s)1,13,19,20,21,16,15 except 22=-229(LC 12),14=227(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,13,18,19,20,21,17,16,15 except 22=305(LC 23), 14=305(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-22=-245/267,11-14=-245/267 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,13,19,20,21, 16,15 except(jt=lb)22=229,14=227. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)18,19,20,21,22,17,16,15,14. Michael S.Magid PE No.53631 B1iTek USA,Inc.FL Cert 6834 6604 Parke East Blvd.Tampa FL 33810 Date: June 13,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSL/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331183 1776822 T42 SCISSORS 6 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:47 2019 Page 1 ID:YHpvdm0hA7 F3p6raEpvTkdz7MH1-wW9pWUe4DwiuyGg9QPrgUebbHLP UPzkOmym 1 yGz6jkA 4-8-10 9-1-12 13-6-14 18-3-8 4-8-10 4-5-2 4-5-2 4-8-10 Scale=1:29.8 4x4 = 5.00 12 3x4 3x4 3 5 I 9 3x4 .-c1; 3x4 2 5x8 = A 6 Y 1 1.• 10 8 'lil7 2x4 II 2x4 II a — e Ib 3.00 12 5x6 II 5x6 II 4-8-10 9-1-12 13-6-14 18-3-8 4-8-10 4-5-2 4-5-2 4-8-10 Plate Offsets(X,Y)— [1:0-0-14,0-1-11],[7:0-1-14,0-1-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.26 8-9 >853 180 BCLL 0.0 * Rep Stress Incr YES WB 0.35 Horz(CT) 0.16 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0 REACTIONS. (lb/size) 1=585/0-5-8,7=585/0-5-8 Max Horz 1=-51(LC 13) Max Uplift 1=-166(LC 12),7=-166(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3-1852/1248,3-4=-1599/1022,4-5=-1599/1022,5-7=-1852/1248 BOT CHORD 1-10=-1092/1704,9-10=1106/1725,8-9=-1106/1725,7-8=-1092/1704 WEBS 4-9=-548/930,5-9=-344/294,3-9=-344/294 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.1 B;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=166,7=166. Michael S.Magid PE No.53801 MiTek USA,lee.FL Cert 6634 6904 Parke East Blvd.Tampa Ft.13610 Oats: June 13,2019 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addaional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 3t2.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331184 1776822 T43 SCISSORS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27,:48 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-OijBjgfi_DgIaQPL_6M30r8m111j8Q Z?bVbUiz6jk9 4-8-101 9-1-12 I 13-6-14 I 18-3-8 4-8-10 4-5-2 4-5-2 4-8-10 Scale=1:30.0 4x4 = 4 5.00 12 3x4 3x4 3 5 jemommum=urnw� I9 A 3x4 i 3.4 2 A 5x8 = 6 V 18 7 2x011 10 2x4 2x4 II `r o 5x6 I I 3.00 12 5x6 11 4-8-10I 9-1-12 I 13-6-14 18-3-8 4-8-10 4-5-2 4-5-2 4-8-10 Plate Offsets(X,Y)— [1:0-0-14,0-1-7],[7:0-1-14,0-1-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.16 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.26 9-10 >853 180 BCLL 0.0 * Rep Stress Incr YES WB 0.35 Horz(CT) 0.16 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-B oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0 REACTIONS. (lb/size) 1=585/Mechanical,7=585/Mechanical Max Horz 1=-51(LC 17) Max Uplift 1=-166(LC 12),7=166(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-1852/1248,3-4=-1599/1022,4-5=-1599/1022,5-7=1852/1248 BOT CHORD 1-10=-1092/1704,9-10=-1106/1725,8-9=1106/1725,7-8=-1092/1704 WEBS 4-9=-548/930,5-9=-344/294,3-9=-344/294 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=166,7=166. Michael S.Magid PE No.53661 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa Ft.33610 Data: June 13,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not is" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 117331185 _ 1776822 T44 ROOF SPECIAL 2 1 ,Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:48 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H1-OijBjgfi_DgIaQ PL_6M30r8nJIhk8T?Z?bVbU iz6jk9 4-6-0 9-1-12 13-8-4 18-3.8 4-6-0 4.7-12 4-6-8 4-7-4 Scale=1:30.6 4x4 = rr 5.00 12 3x8 3x4 3 5 3x4 2 1° 1 6 3x12 MT2OHS .14 d o �' lit 9 8 7 5x6 II 300 12 3x4 II 3x8 = 2x4 I I 4x4 = 3x8 II 4-6-0 9-1-12 13-8-4 18-3-8 4-6-0 4-7-12 4-6-8 4-7-4 Plate Offsets(X,Y)— [1:0-0-14,0-1-7],[6:0-0-0,0-1-14],[6:0-3-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.12 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.18 9 >999 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Inc! YES WB 0.16 Horz(CT) 0.10 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. 3-9:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0 REACTIONS. (lb/size) 1=585/Mechanical,6=585/Mechanical Max Horz 1=-51(LC 13) Max Uplift 1=-166(LC 12),6=-166(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-1795/1220,3-4=-761/572,4-5=-777/574,5-6=-1062/732 BOT CHORD 1-10=-1063/1647,3-10=-209/383,8-9=-603/936,7-8=-607/941,6-7=-607/941 WEBS 3-8=-324/278,4-8=-213/309,5-8=-328/280 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 1=166,6=166. Michael S.Magid PE No.53681 MiTek LISA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MtI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331186 1776822 T45 Flat Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:50 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-K5gy8WhyWr4TpkYk5XOX5GD6XY0ac13gsSv_hYbz6jk7 4-7-12 9-1-12 13-7-12 18-3-8 4-7-12 4-6-0 4-8-0 4-7-12 Scale=1:31.1 5x6 = 2x4 II 3x6 = 3x8 = 2x4 II 5x6 = 1 2 3 4 5 6 13 1411 15 16 10 9 17 18 8 19 20 3x8 212 6x8 = 3x10 I I 4x6 6x8 = 3x6 I I 4-7-12 9-1-12 13-7-12 18-3-8 4-7-12 4-8-0 4-6-0 4-7-12 Plate Offsets(X,)- j8:0-1-8,0-3-12],[11:0-3-0,0-3-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.09 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.15 8-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.92 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:251 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=3402/Mechanical,7=3535/Mechanical Max Uplift 12=-1020(LC 4),7=1051(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-2955/898,1-2=-3599/1067,2-4=-3599/1067,4-5=-3811/1129,5-6=3811/1129, 6-7=-3127/948 BOT CHORD 10-11=-1454/4905,8-10=-1454/4905 WEBS 1-11=-1344/4542,4-11=-1671/496,4-10=-444/1670,4-8=-1400/416,6-8=-1425/4816 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=1020,7=1051. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)638 lb down and 207 lb up at 1-9-11,638 lb down and 175 lb up at 3-9-11,643 lb down and 189 lb up at 5-9-11,643 lb down and 189 lb up at 7-9-11,643 lb down and 189 lb up at 9-9-11,643 lb down and 189 lb up at 11-3-11,647 lb down and 190 lb up at 12-5-13,and 647 lb down and 190 lb up at 14-5-13,and 647 lb down and 190 lb up at 16-5-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.53881 LOAD CASE(S) Standard Milch USA,Inc.FL Cart 8634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Path.East Blvd.Tampa FL 33610 Date: June 13,2019 Syontinued on Daae 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331186 1776822 T45 Flat Girder 1 2 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27:50 2019 Page 2 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-K5gy8WhyWr4TpkYk5XOX5GD6XYOacBgsSv_hYbz6j k7 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-6=54,7-12=-10 Concentrated Loads(Ib) Vert:9=-643(F)13=-638(F)14=-638(F)15=-643(F)16=643(F)17=643(F)18=-647(F)19=-647(F)20=-647(F) t / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandra,VA22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331187 1776822 T46 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:22:51 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-pHOKLriaH8CKRu7wfEvmeUm Clyj?Ldf?hZkF51 z6jk6 7-0-0l 12-6-8 I 17-11-4 23-4-0 28-10-8 l 7-0-0 5-6-8 5-4-12 5-4-12 5-6-8 Scale=1:50.8 4x8 = 5x8 = 2x4 II 3x6 = 2x4 II 4x8 = 5.00 12 2 14 15 3 16 17 18 4 5 19 8 20 21 1 — =mg I + j 9 5x6 = 13 22 23 12 24 25 11 26 10 27 28 9 29 30 8 2x4 I 3x10 — 4x10 MT2OHS —2x4 I I 8x10 = 3x12 MT2OHS II 7-0-0I 12-6-8 l 17-11-4 I 23-4-0 I 28-10-8 7-0-0 5-6-8 5-4-12 5-4-12 5-6-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-14],[2:0-5-4,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.30 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.42 10-12 >814 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.10 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-12,4-12,4-9,7-9:2x4 SP No.2 WEBS 1 Row at midpt 4-9 REACTIONS. (lb/size) 1=1826/0-5-8,8=1967/0-3-8 Max Horz 1=114(LC 8) Max Uplift 1=-874(LC 5),8=-914(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3972/2000,2-3=-4679/2303,3-4=-4679/2303,4-6=-2917/1369,6-7=-2917/1369, 7-8=-1900/925 BOT CHORD 1-13=-1850/3540,12-13=1857/3558,10-12=-2117/4433,9-10=-2117/4433 WEBS 2-13=-161/534,2-12=-513/1286,3-12=-672/436,4-12=-229/284,4-10=0/344, 4-9=-1752/865,6-9=-683/439,7-9=1550/3309 NOTES- (10) 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=874,8=914. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)201 lb down and 289 lb up at 7-0-0,127 lb down and 128 lb up at 9-0-12,127 lb down and 128 lb up at 11-0-12,127 lb down and 128 lb up at 13-0-12,127 lb down and 128 lb up at 15-0-12,127 lb down and 128 lb up at 17-0-12,127 lb down and 128 lb up at 19-0-12,127 lb down and 128 lb up at 21-0-12,127 lb down and 128 lb up at 23-0-12,and 127 lb down and 128 lb up at 25-0-12,and 127 lb down and 128 lb up at 27-0-12 on top chord,and 264 lb down and 214 lb up at 7-0-0,71 lb down at 9-0-12,71 lb down at 11-0-12,71 lb down at 13-0-12,71 lb down at 15-0-12,71 lb down at 17-0-12,71 lb down at 19-0-12,71 lb down at 21-0-12,71 lb down at 23-0-12,and 71 lb down at 25-0-12,and 71 lb down at 27-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 LOAD CASES) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 lontinued on oaae 2 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality CAferia,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T17331187 1776822 T46 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:51 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-pHOKLriaH8CKRu7wfEvmeUmClyj?Ldf?hZkF51 z6jk6 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-7=-54,1-8=10 Concentrated Loads(Ib) Vert:2=-201(F)5=127(F)13=262(F)6=-127(F)9=-24(F)14=-127(F)15=127(F)16=-127(F)17=-127(F)18=-127(F)19=-127(F)20=-127(F)21=-127(F)22=24(F) 23=-24(F)24=-24(F)25=-24(F)26=24(F)27=-24(F)28=-24(F)29=-24(F)30=-24(F) � l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onty upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331188 1776822 T47 Half Hip Girder 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2 :53 2019 Page 1 I D:YHpvdmOhA7F3p6raEpvTkdz7MH 1-IgW4mXjrplS2gB HJmfxEjvrYfm Vkpd119tDL9vz6jk4 4-5-13 8-10-15 13-11-11 18-10-12 23-9-12 28-10-8 4-5-13 4-5-2 5-0-12 4-11-0 4-11-0 5-0-12 Scale=1:48.8 5x8 % 2x4 II 3x10 = 3x8 = 254 II 3x8 = 500 12 3 4 5 6 7 8 '14 � o lel NilSr H171413 ED 12 k11 10 g 2x4 II 7x8 = 3x10 = 4x8 2x4 II 5x8 = 2x4 II 4-5-13I 8-10-15 I 13-11-11 I 18-10-12 I 23-9-12 j 28-10-8 4-5-13 4-5-2 5-0-12 4-11-0 4-11-0 5-0-12 Plate Offsets(X,Y)— [1:0-0-0,0-1-10],13:0-5-4,0-2-0],114:0-3-4,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.30 13-14 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.61 Horz(CT) 0.06 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:380 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins, BOT CHORD 2x6 SP M 26*Except except end verticals. 9-12:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 3-14:2x10 SP No.2 REACTIONS. (lb/size) 1=4797/0-5-8,9=2145/0-3-8 Max Horz 1=143(LC 23) Max Uplift 1=-1409(LC 5),9=-683(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-9916/2935,2-3=-8787/2657,3-4=6280/1951,4-5=6280/1951,5-7=-2507/793, 7-8=-2507/793,8-9=-2101/687 BOT CHORD 1-15=2713/8887,14-15=-2713/8887,13-14=-2351/7665,11-13=1450/4617, 10-11=-1450/4617 WEBS 2-15=313/1121,2-14=-910/356,3-14=-1261/4202,3-13=1751/751,4-13=269/154, 5-13=-651/2126,5-10=-2700/839,7-10=-281/152,8-10=1004/3178 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-8-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=1409,9=683. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)575 lb down and 176 lb up at 2-2-4,575 lb down and 176 lb up at 4-2-4,and 575 lb down and 176 lb up at 6-2-4,and 3392 lb down and 1030 lb up at 8-3-1 on Michael S.Magid PE No.53681 bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6904 USA Inc,FL Celt 6634 6604 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date. June 13,2019 continued on oaae 2 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weld!.connectors.This design is based only upon parameters shown,and is for an individual building component,not Nit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T17331188 • 1776822 T47 Half Hip Girder 1 2 Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:53 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7M H 1-Ig W4mXjrplS2gB HJmfxEjvrYfm Vkpd119tDL9vz6jk4 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=-54,1-9=10 Concentrated Loads(lb) Vert:15=-575(B)14=-3392(B)16=-575(B)17=-575(B) / I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331189 1776822 148 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 1310:27:54 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-Ds4S_tkTa3avILsVKNTTG60j2AtyY'LSNXyvhMz6jk3 5-3-5 I 10-3-1 1q-8-1p 17-11-9 I 20-5-15 5-3-5 4-11-13 0-5-1 7-2-10 2-6-6 Scale=1:36.7 5.00 12 5x8 = 3x4 = 2x4 II 4x4 = 4x8 = 4 5 1 2 3 NO' 3x4 ' a � 11 10 9 8 2I I 3x8 = 3x8 = 3x6 3x6 3x4 = 2x4 I I 5-3-5 10-8-15 17-11-9 20-5-15 5-3-5 5-5-11 7-2-10 2-6-6 Plate Offsets(X,Y)— [4:0-3-0,0-2-4],[5:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.09 8-10 >999 180 BCLL 0.0 Rep Stress Inc- YES WB 0.43 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:138 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 12=647/0-3-8,7=647/Mechanical Max Horz 12=-32(LC 13) Max Uplift 12=-225(LC 8),7=-196(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-622/421,1-2=-569/364,2-3=-569/364,3-4=-688/438,4-5=-705/467, 5-6=-355/227,6-7=-645/397 BOT CHORD 10-11=-418/717,8-10=-182/314 WEBS 1-11=-482/753,2-11=-315/266,5-10=275/484,5-8=-436/326,6-8=-345/592 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=225,7=196. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date. June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331190 1776822 T49 Roof Special 1 1 Job Reference(optional) Builders FirstSource, r Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:55 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-h2erBD15LNilwVRhu4_ioKwz7ZBD HZEbcBiSEoz6jk2 4-1-13 8-3-9 ( 12-9-7 16-0-1 20-6-7 4-1-13 4-1-12 4-5-14 3-2-10 4-6-6 Scale=1:41.5 4x8 5.00 12 4x4 = 4 5 2x4 I 4x4 = 4x4 Hyytl 3x4 = 8 [r O Ise o �+1El mie A 12 11 10 9 8 55 = 3x4 = 3x6 — 3x8 = 3x6 II 3x4 = 8-3-9 12-9-7 16-0-1 20-6-7 8-3-9 4-5-14 3-2-10 4-6-6 Plate Offsets(X,Y)— [4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.18 11-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.45 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. REACTIONS. (lb/size) 12=648/Mechanical,7=648/Mechanical Max Horz 12=26(LC 12) Max Uplift 12=-199(LC 12),7=165(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-847/532,3-4=-636/432,4-5=-411/355,5-6=-491/335,6-7=-626/435 BOT CHORD 11-12=-377/559,9-11=-542/854,8-9=-344/552 WEBS 2-12=-754/515,2-11=-217/397,3-9=-4021261,4-9=-154/278,4-8=326/199, 6-8=313/523 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 12=199,7=165. Michael S.Magid PE No.53881 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33810 Oat*: June 13,2019 1WPM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an individual building component,not is" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331191 1776822 T50 COMMON 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2 :57 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-dRlbcvmLtzT9pb4?VOAtIOFnNu Psu3VBZIhz6jk0 7-4-2 I 14-4-12 I 20-6-7 7-4-2 7-0-10 6-1-11 4x8 = Scale=1:41.0 4 5.00 12 3x6 3x4 5 3 e 3x4 4 2 1 9 8 7 4x4 II 2x4 II 3x6 3x8 = 3x6 II 7-4-2 14-4-12 20-6-7 7-4-2 7-0-10 6-1-11 Plate Offsets(X,Y)— [1:0-1-12,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 7-9 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.70 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=653/Mechanical,6=653/Mechanical Max Holz 1=162(LC 12) Max Uplift 1=-193(LC 12),6=179(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-1122/725,3-4=-579/414,4-5=-559/414,5-6=-626/477 BOT CHORD 1-9=-773/985,7-9=773/985 WEBS 3-7=-598/519,5-7=-337/521 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=193,6=179. Michael S.Magid PE No.53681 MiTek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not leg" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MFrek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331192 1776822 TF01 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, r Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:27:58 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-5dJzpFnzel5Kny9GZCXPQyYVnn9gUsB119w6g7z6jk? I 2-4-14 I 4-8-0 I 6-11-2 I 9-4-0 I 2-4-14 2-3-2 2-3-2 2-4-14 Scale=1:17.4 2x4 II 3x8 = 2x4 II 3x8 = 3x8 = 2 3 4 5 11 9 12 8 13 7 14 XX 5x8 = 2x4 I5x8 = 10 6 2x4 I I 2x4 I I 2-4-14 4-8-0 6-11-2 9-4-0 ~-- 2-4-14 I 2-3-2 I 2-3-2 ( 2-4-14 —i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.04 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.06 8 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.69 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Wind(LL) 0.02 8 >999 240 Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1967/0-3-0,6=2030/0-3-0 Max Uplift 10=-474(LC 4),6=-501(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1894/461,1-2=-2578/638,2-3=-2578/638,3-4=-2595/645,4-5=-2595/645,5-6=-1899/464 BOT CHORD 8-9=-850/3428,7-8=-850/3428 WEBS 1-9=-718/2897,2-9=-813/188,3-9=-995/248,3-7=-976/240,4-7=812/189,5-7=722/2905 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=474,6=501. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 82 lb up at 2-0-12,179 lb down and 82 lb up at 4-0-12,and 179 lb down and 82 lb up at 6-0-12,and 179 lb down and 82 lb up at 8-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=-353,6-10=10 Concentrated Loads(Ib) Michael S.Magid PE No.53681 Vert:11=-179(F)12=179(F)13=-179(F)14=-179(F) MiTek USA Inc.FL Cott 8614 8804 Parte East Blvd.Tampa FL 33010 Oats: June 13,2019 t i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply I T17331193 1776822 TF02 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Builders FirstSource,Jacksonville,Fl 32244 8.240 s May 13 2019 MiTek Industries,Inc.Thu Jun 13 15:51:37 2019 page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-X_YfA21?EjUOBxEpU8_8gMDgKWCQQJHStnOhYkz6fsq I 3-3-4 I 6-3-0 I 9-2-12 1 12-2-8 I 15-2-4 I 18 2-0 1 21-1-12 I 24-0-8 1 26-11-4 I 29-10-0 1 32-8-12 1 35-11-0 I 3-3-4 2-11-12 2-11-12 2-11-12 2-11-12 2-11-12 2-11-12 2-10-12 2-10-12 2-10-12 2-10-12 3-2-4 Scale=1:65.6 37 3x6 II 6x8 = 6x8 = 7x8 = 3x6 II 5x12 = 3x6 II 7x10 =6x8 = 7x14 MT2OHS = 3x6 II 7x10 = 3x6 1145 4x8= 3x6 11 10x12 = 1 31 2 32 3 33 34 4 35 5 36 6 7 38 39 8 40 9 4142 43 10 44 11 12 4713 48 14 15 49 R = _'N 1w m w m s 0 1414\ /2_., in lip 30 IM LIU NM E NN e Nal e Ma 28 27 51 26 52 25 53 24 23 22 21 20 55 19 18 57 5817 59 16 3x8 MT2OHS I I 7x10 = 2x4 II 5x8 = 7x8 = 8x12 = 2x4 I1 10x14 = 2x4 11 6x8 = 2x4 I I 5x8 = 4x4 11 1 3-3-4 I 6-3-09-2-12 9-2-12 I 12-2-8 1 15-2-4 1 18-2-0 1 21-1-12 1 24-0-8 1 26-11-4 1 29-10-0 I 32 -8 12 1 35-3-12 12 35]1110 3-3-4 2-11-12 2-11-12 2-11-12 2-11-12 2-11-12 2-11-12 2-10-12 2-10-12 2-10-12 2-10-12 2-7-0 0.7 Plate Offsets(X,Y)- [8:0-5-8,0-2-4],[15:0-1-12,0-5-4],116:Edge,0-3-81,[19:0-3-0,0-2-0],[21:0-3-10,0-5-0],[24:0-4-0,0-4-8],[27:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.15 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.21 24-25 >999 240 MT2OHS 187/143 BOLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(CT) 0.05 30 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.07 25 >999 240 Weight:1190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP M 26`Except* except end verticals. 16-21:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except' 1-27,3-27,3-25,5-25,5-23,8-23,8-21,10-21,10.19,13-19,13-17,15-17: 2x4 SPM 31 9-21:2x8 SP 2400F 2.0E OTHERS 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 28=11617/0-5-0,21=32180/0-5-8,30=6005/0-5-8 Max Uplift 28=-2699(LC 4),21=-7178(LC 4),30=1368(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-28=-11346/2622,1-31=12686/2947,2-31=12686/2947,2-32=-12686/2947, 3-32=-12686/2947,3-33=-24533/5535,33-34=24533/5535,4-34=-24533/5535, 4-35=-24533/5535,35-36=-24533/5535,5-36=-24533/5535,5-37=9139/1960, 37-38=-9139/1960,6-38=-9139/1960,6-7=-9139/1960,7-39=-9139/1960, 8-39=-9139/1960,8-40=-4370/19510,40-41=-4370/19510,9-41=-4370/19510, 9-42=-4370/19510,42-43=-4370/19510,10-43=-4370/19510,10-44=2245/413, 44-45=-2245/413,11-45=-2245/413,11-46=-2245/413,12-46=-2245/413, 12-47=-2245/413,13-47=-2245/413,13-48=-5080/1173,14-48=-5080/1173, 14-49=-5080/1173,1549=5080/1173,16-29=99/342,15-29=-99/342 BOT CHORD 27-51=-4930/21595,26-51=4930/21595,26-52=-4930/21595,25-52=-4930/21595, 25-53=-4494/20286,24-53=-4494/20286,23-24=-4494/20286,22-23=4670/1120, 21-22=4670/1120,21-54=7564/1662,20-54=7564/1662,20-55=7564/1662, 19-55=-7564/1662,19-56=1350/5867,18-56=1350/5867,18-57=1350/5867, 57-58=-1350/5867,17-58=1350/5867,17-59=248/1088,16-59=248/1088 WEBS 1-27=-3756/16169,2-27=-2423/506,3-27=11731/2611,3-26=-181/262,3-25=-796/3869, 4-25=-5640/1158,5-25=-1370/5593,5-24=-500/1898,5-23=-14678/3337,7-23=-2019/437, 8-23=-4056/18183,8-22=-250/84,8-21=-19541/4279,9-21=-6309/1347, 10-21=-15923/3610,10-20=253/51,10-19=-2765/12316,11-19=-4267/886, 13.19=-5587/1249,13-17=-1263/236,1417=3610/759,15-17=-1339/5781, 15-30=-6274/1429 Michael S.Magid PE No.53681 MiTek USA,Inc.FL Cert 6634 6804 Parka East Blvd.Tampa FL 33610 Date: June 13,2019 ontinued on Daae 2 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0312015 BEFORE USE. lei Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331193 1776822 TF02 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Builders FirstSource,Jacksonville,Fl 32244 8.240 s May 13 2019 MiTek Industries,Inc.Thu Jun 13 15:51:38 2019 Page 2 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-?B610Omd?Octp5p01 rVNCamr4wXf7mXb6R8E4Az6fsp NOTES- (12) 1)4-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc,2x8-2 rows staggered at 0-5-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-24 2x4-2 rows staggered at 0-4-0 oc,2x8-2 rows staggered at 0-9-0 oc. Attach TC w/1/2'diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)N/A 9)Bearing at joint(s)21,30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2699 lb uplift at joint 28,7178 lb uplift at joint 21 and 1368 lb uplift at joint 30. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2143 lb down and 432 lb up at 27-6-8,1093 lb down and 221 lb up at 12-4-8,1712 lb down and 345 lb up at 21-1-8,1976 lb down and 399 lb up at 7-0-4,2145 lb down and 433 lb up at 9-0-0,647 lb down and 131 lb up at 10-11-4,1152 Ib down and 232 lb up at 1-11-8,1152 lb down and 232 lb up at 3-11-8,1152 lb down and 232 lb up at 5-11-8,1152 lb down and 232 lb up at 7-11-8,1150 lb down and 232 lb up at 9-3-8,1150 lb down and 232 lb up at 11-3-8,1150 lb down and 232 lb up at 13-3-8,1150 lb down and 232 lb up at 15-3-8,1150 Ib down and 232 lb up at 17-3-8,1150 lb down and 232 lb up at 18-9-8,1150 lb down and 232 lb up at 20-9-8,1150 lb down and 232 lb up at 22-9-8,1177 lb down and 237 lb up at 24-9-8,1177 lb down and 237 lb up at 26-9-8,1177 lb down and 237 lb up at 28-9-8,1177 lb down and 237 lb up at 30-9-8,and 1177 lb down and 237 lb up at 32-9-8,and 1177 lb down and 237 lb up at 34-9-8 on top chord,and 206 lb down and 151 lb up at 2-0-4,206 lb down and 151 lb up at 4-0-4,206 lb down and 151 lb up at 6-0-4,206 lb down and 151 lb up at 8-0-4,206 lb down and 151 lb up at 10-0-4,2161 lb down and 520 lb up at 12-2-9,2035 lb down and 508 lb up at 21-1-12,99 lb down and 95 lb up at 22-1-12,99 lb down and 95 lb up at 24-1-12,99 lb down and 95 lb up at 26-1-12,99 lb down and 95 lb up at 28-1-12,99 lb down and 95 lb up at 30-1-12,and 99 lb down and 95 lb up at 32-1-12,and 99 lb down and 95 lb up at 34-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-37=353,37-41=-100,4142=224,42-45=-553,45-47=-224,15-47=-689,16-28=-10 Concentrated Loads(Ib) Vert:3=1152(B)26=-206(F)4=-3295(8=-1150)5=-1093 24=-2161(F)7=-1150(B)9=-1712 20=-99(F)14=-1177(B)21=-2035(F)31=-1152(B)32=-1152(B) 33=-1976 34=-1152(B)35=-647 36=-1150(B)38=1150(B)39=-1150(B)40=1150(B)41=-1150(B)43=-1150(B)44=1177(B)45=-1177(B)46=-2143 47=-1177(B) 48=-1177(B)49=1177(B)50=-206(F)51=-206(F)52=-206(F)53=-206(F)54=-99(F)55=-99(F)56=-99(F)57=-99(F)58=-99(F)59=-99(F) 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 717331194 1776822 TF03 FLAT GIRDER 1 e� L Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:28:04 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-wngE4IskD8rUVtdQwTepgDoWCJBuXCywh5NR1 nz6jjv 1-11-10 3-9-9 5-7-7 ( 7-5-6 ( 9-5-0 1-11-10 1-9-14 1-9-14 1-9-14 1-11-10 Scale=1:17.5 3x8 = 2x4 II 4x4 = 4x4 = 2x4 II 3x8 = 2 3 4 5 8 11 10 9 13 8 14 8x10 = 3x12 MT2OHS 3x12 MT2OHS I I 8x10 = 12 7 3x6 I I 3x6 I I 1-11-10 3-9-9 5-7-7 7-5-6 9-5-0 1-11-10 1-9-14 1-9-14 1-9-14 1-11-10 Plate Offsets(X,Y)— [8:0-5-0,0-5-12],[11:0-5-0,0-5-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.06 9-10 >999 240 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.87 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.02 10 >999 240 Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=2699/0-5-0,7=2913/0-3-8 Max Uplift 12=-544(LC 4),7=-588(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=2170/443,1-2=-3178/641,2-3=3178/641,3-4=-5145/1038,4-5=-3192/643, 5-6=-3192/643,6-7=-2175/444 BOT CHORD 10-11=-1038/5145,9-10=-1038/5145,8-9=-1038/5145 WEBS 1-11=-731/3631,3-11=-2365/478,3-10=-213/1122,4-9=-209/1102,4-8=-2348/475, 6-8=-732/3637 NOTES- (11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 2-11 2x4-1 row at 0-6-0 oc,member 3-10 2x4-1 row at 0-6-0 oc,member 4-9 2x4-1 row at 0-6-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 12=544,7=588. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1152 lb down and 232 lb up at 1-11-8,1152 lb down and 232 lb up at 3-11-8,and 1152 lb down and 232 lb up at 5.11-8,and 1152 lb down and 232 lb up at 7-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.53881 LOAD CASE(S) Standard MiTek USA Inc.FL Cart 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8904 Parke East Blvd.Tampa FL 33810 Date. June 13,2019 iyontinued on Daoe 2 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331194 1776822 TF03 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, • Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:28:04 2019 Page 2 ID:YHpvdm0hA7F3p6raEpvTkdz7MH 1-wngE4lskDBrUVtdQwTepgDoWCJBuXywh5NR1 nz6jjv LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-6=-100,7-12=10 Concentrated Loads(Ib) Vert:11=-1152(F)10=1152(F)13=1152(F)14=1152(F) � I ♦WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 1101 ° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331195 1776822 TF04 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:4:05 2019 sage 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-OzEdHesM_RzL61CcTB92CRLicbcKd4e3v17_ZDz6jju 2-9-9 I 5-5-7 I 8-3-0 2-9-9 2-7-13 2-9-9 Scale=1:15.5 4x4 = 2x4 II 2x4 II 4x4 = 1 2 3 910 11 7 6 4x4 —4x4 = 8 5 2x4 II 2x4 II 2-9-9 5-5-7 I 8-3-0 2-9-9 2-7-13 2-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.45 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 6-7 >999 240 Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1378/0-5-0,5=1246/0-3-8 Max Uplift 8=-278(LC 4),5=-251(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-977/206,1-2=1819/367,2-3=-1819/367,3-4=-1819/367,4-5=-978/206 BOT CHORD 6-7=-367/1819 WEBS 1-7=-382/1901,2-7=-252/73,3-6=-254/74,4-6=-383/1904 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=278,5=251. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)437 lb down and 88 lb up at 0-10-0,437 lb down and 88 lb up at 2-10-0,and 437 lb down and 88 lb up at 4-10-0,and 437 lb down and 88 lb up at 6-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:1-4=-100,5-8=-10 Concentrated Loads(Ib) Michael S.Magid PE No.53681 Vert:7=-437(B)9=-437(B)10=-437(B)11=-437(B) MiTek USA,Inc.FL Cert 6634 6604 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 � r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331196 ,j 1776822 TF05 FLAT GIRDER 1 2 Job Reference(optional) Builders FirstSource, b Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:28:06 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-sAo'/V_t 115CkBnplugHlettU?z1 MYFD8PtY6fz6jjt 2-8-12 5-3-12 8-0-8 2-8-12 2-7-0 2-8-12 Scale=1:15.1 4x4 = 2x4 II 2x4 II 4x4 = 1 2 3 .'� 97 10 8 4x4 11 = 4x4 8 5 2x4 I I 2x4 II 2-8-12 5-3-12 8-0-8 2-8-12 2-7-0 2-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 * Rep Stress Ina' NO WB 0.43 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 6-7 >999 240 Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1348/0-5-0,5=1252/0-3-8 Max Uplift 8=-272(LC 4),5=-253(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-950/200,1-2=1722/347,2-3=1722/347,3-4=-1722/347,4-5=-950/200 BOT CHORD 6-7=-347/1722 WEBS 1-7=-363/1807,4-6=-364/1810 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=272,5=253. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)437 lb down and 88 lb up at 0-10-0,437 lb down and 88 lb up at 2-10-0,and 437 lb down and 88 lb up at 4-10-0,and 437 lb down and 88 lb up at 6-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-100,5-8=10 Concentrated Loads(Ib) Michael S.Magid PE No.53881 Vert:7=-437(F)9=-437(F)10=-437(F)11=-437(F) MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 13,2019 l � A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not leg' • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17331197 1776822 TF06 FLAT GIRDER 1 ,1. Job Reference(optional) Builders First Source, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:2p:08 2019 Page 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH 1-pYwlwfvFHMLvzVwB9Jjlg3z83pXYgOwVbjMeAYz6jj r 2-5-9I 4-9-7 I 7-1-4 I 9-5-1 I 11-8-15 I 14-2-8 2-5-9 2-3-13 2-3-13 2-3-13 2-3-13 2-5-9 Scale:1R-=1' 2x4 I I 5x8 = 2x4 II 5x8 = 2x4 II 4x8 = 4x8 = 2 3 4 5 e 7 i • o fei - e 0 E 16 13 17 12 18 11 19 10 20 9 14 15 5x12 = 2x4 II 3x8 = 2x4 II 5x12 = 8 3x6 II 3x6 II 2-5-9 4-9-7I 7-1-4 I 9-5-1 I 11-8-15 I 14-2-8 2-5-9 2-3-13 2-3-13 2-3-13 2-3-13 2-5-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.16 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.22 11 >769 240 BCLL 0.0 * Rep Stress!nor NO WB 0.68 Horz(CT) 0.05 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.09 11 >999 240 Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3`Except* BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing. 1-13,3-13,3-11,5-11,5-9,7-9:2x4 SP No.2 REACTIONS. (lb/size) 14=3009/0-5-0,8=2937/0-3-8 Max Uplift 14=-886(LC 4),8=-820(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-2858/812,1-2=-4264/1247,2-3=4264/1247,3-4=7600/2214,4-5=7600/2214, 5-6=-4250/1233,6-7=-4250/1233,7-8=2855/808 BOT CHORD 12-13=-1984/6812,11-12=-1984/6812,10-11=1986/6817,9-10=-1986/6817 WEBS 1-13=-1401/4791,2-13=-814/190,3-13=-2963/857,3-11=267/916,4-11=783/179, 5-11=-265/911,5-9=-2984/875,6-9=-816/189,7-9=-1394/4785 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 14=886,8=820. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)60 lb down and 61 lb up at 0-6-8,140 lb down and 109 lb up at 2-0-4,140 lb down and 109 lb up at 4-0-4,140 lb down and 109 lb up at 6-0-4,140 lb down and 109 lb up at 8-0-4,and 140 lb down and 109 lb up at 10-0-4,and 140 lb down and 109 lb up at 12-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Michael S.Magid PE No.53631 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 MiTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa Fl.33610 Uniform Loads(plf) Date: Vert:1-7=353,8-14=-10 June 13,2019 continued on oaae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. imill Design valid for use only with Mir eke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of fusses and truss systems,see ANSI/TP/f Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instable,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T17331197 f 1776822 TFO6 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, i- Jacksonville,FL-32244, 8 240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:28:08 2019 Page 2 ID YHpvdmOhA7F3p6raEpvTkdz7MH1-pYwMrfvFHMLvzVwB9JjIg3z83pXYgOwVbjMeAYz6jjr LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:9=140(B)15=60(B)16=-140(B)17=-140(B)18=-140(B)19=-140(B)20=-140(B) � t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 117331198 1776822 TF07 FLAT GIRDER 1 v Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:241:09 2019 Ffage 1 ID:YHpvdmOhA7F3p6raEpvTkdz7MH1-HIU77?vt2gTmbfVOi0E_N HV GnDyeZgdfgN5Ci_z6jjq 2-7-10 4-11-11 7-3-13 9-7-15 12-0-1 14-4-2 16-8-4 18-3-0 2-7-10 I -2-4-2 +-- --- _2-4-2--- -- -1 2-4-2 I 2-4-2 2-4-2 I 2-4-2 I 1-6-12 Scale=1:30.9 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2x4 II 4x12 = 2x4 II 3x10 = 5x6 = 5x12 = 2x4 II 3x4 = 3x10 = 1 2 3 4 5 6 7 8 9 1 .„----'-----',--,'--------- - - _-------------------------,--- ------,-"---C1 ,-/A1 I ° 17 18 15 14 13 12 19 ►4 0 10 18 3x4 H 5x12 = 2x4 II 7x8 = 2x4 II 5x8 = 2x4 II 5X12 = 2x4 II TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 2-7-10 4-11-11 7-3-13 9-7-15 12-0-1 14-4-2 16-8-4 16-111?-0 18-3-0 I I I II I 2-7-10 2-4-2 2-4-2 2-4-2 2-4-2 2-4-2 2-4-2 0-4-2 1-5-0 Plate Offsets(X,V)- [6:0-3-0,0.3-0),[15:0.4-0,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.22 14-15 >894 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.31 14-15 >646 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.71 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.10 14-15 >999 240 Weight:216 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-17:2x4 SP No.2 6-0-0 oc bracing:10-11. REACTIONS. (lb/size) 18=3049/0-5-0,11=4743/0-3-8 Max Uplift 18=-623(LC 4),11=1085(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-2770/574,1-2=-4689/959,2-3=4689/959,3-4=-9139/1882,4-5=-9140/1882, 5-6=7776/1632,6-7=-7775/1632,7-8=454/119,8-9=-454/119,9-10=-535/137 BOT CHORD 16-17=-1658/8077,15-16=-1658/8077,14-15=2007/9671,13-14=2007/9671, 12-13=-1134/5185,11-12=-1134/5185 WEBS 1-17=-1027/5027,2-17=-825/189,3-17=3869/798,3-16=-65/398,3-15=-256/1213, 4-15=-731/168,5-15=-607/142,5-14=-72/426,5-13=-2164/487,6-13=-753/171, 7-13=-716/2958,7-12=-144/353,7-11=5402/1159,8-11=837/186,9-11=165/630 NOTES- (10) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=623,11=1085. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1278 lb down and 397 lb up at 15-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Michael S.Magid PE No.53881 LOAD CASE(S) Standard MiTek USA,Inc.FL Cat 8634 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8884 Parka East Blvd.Tampa FL 33810 Date: June 13,2019 4ontinued on oaae 2 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WWI/connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Crltera,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T17331198 -,r 1776822 TF07 FLAT GIRDER 1 • • r Job Reference(optional) Builders FirstSource, , Jacksonville,FL-32244, 8.240 s May 13 2019 MiTek Industries,Inc. Thu Jun 13 10:28:10 2019 Page 2 I D:YHpvdmOhA7F3p6raEpvTkdz7MH1-Ix2VLLwVp_bdDo4aGkIDvU2RXcltIHto31 rtFQz6pp • LOAD CASES) Standard Uniform Loads(plf) Vert:1-9=-353,10-18=-10 Concentrated Loads(Ib) Vert:19=-1278(B) � I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03.'2015 BEFORE USE. 111111• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. I' Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� %kets 2. Truss bracing must be designed by an engineer.For 0-1116 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIIIEM" p bracing should be considered. O � IOWA* O Ai O 3. Never exceed the design loading shown and never stack O smaterials inadequately braced trusses. I— O 4. Provide copies of this truss design to the building c7-8 ce-7 C5-6desi designer,erection supervisor, roe owner and For 4 x 2 orientation,locate s P property rty BOTTOM CHORDS all other interested parties. plates 0- +'+e"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. ,F-1-fr Indicated by symbol shown and/or g by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *HMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Nil project engineer before use.18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mile Ic 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 {T)Boise Cascade .111Quadruple 1-3/4" x 20" VERSA-LAM® 2.0 3100 SP PASSED ��/ BM1 (Floor Beam) BC CALC®Member Report Dry I 1 span I No cant. June 12., 2019 10:21:01 Build 7192 Job name: 1776822 File name: 1776822 Address: Description: City, State, Zip: Specifier: Customer: Designer: Gary Page Code reports: ESR-1040 Company: Builders Firstsource Connection Diagram: Full Length of Member a If • • •_i_• 2.% ' 0, VY. ,y/ A. /6�T/A,� a minimum =2" c=8" b minimum =2-1/2" d=24" Concentrated side-load exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. Connectors are: 1/2 in. Staggered Through Bolt Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement(EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy,prior to anyone relying on such output as evidence of suitability for a particular application.The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call(800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTTM, ALLJOIST®,BC RIM BOARDTTM,BCI®, BOISE GLULAM TM,BC FloorValue®, VERSA-LAM®,VERSA-RIM PLUS®, Page 2 of 2 (Z►)Bo1seCascade - Quadruple 1-3/4" x 20" VERSA-LAM® 2.0 3100 SP PASSED ��+✓� BM1 (Floor Beam) BC CALC®Member Report Dry I 1 span I No cant. June 13, 2019 10:21:01 Build 7192 Job name: 1776822 File name: 1776822 Address: Description: City, State,Zip: Specifier: Customer: Designer: Gary Page Code reports: ESR-1040 Company: Builders Firstsource W 7� 1 1 + 1— , . . . 6 . . 1 1 . . , `4/ 1 1 1 . . . . ♦ . . . . . i 5 • ♦ . . . 1 . 1 1 1 . 1 1 1 V 1 1 . 1 1 . V-----+ -- V 1 1 : 1 1 0 I 1 1 1 1 1 . . . 1 1 , 1 4 25-00-08 B1 B2 Total Horizontal Product Length=25-00-08 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 5-1/2" 504/0 6177/0 6714/0 B2, 3-1/2" 498/0 5982/0 7036/0 Load Summary Live Dead Snow Wind Roof Tributary Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 0 Self-Weight Unf. Lin. (Ib/ft) L 00-00-00 25-00-08 Top 41 00-00-00 1 STANDARD LOAD Unf.Area(Ib/ft2) L 00-00-00 25-00-08 Top 40 15 01-00-00 2 T15 Conc. Pt. (lbs) L 00-05-04 00-05-04 Back 227 389 n\a 3 T16 Conc. Pt. (lbs) L 02-06-00 02-06-00 Back 1247 2124 n\a 4 T22 Conc. Pt. (lbs) L 20-10-00 20-10-00 Back 1295 2205 n\a 5 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 21-09-08 Top 124 n\a 6 T32-T36 Unf. Lin. (lb/ft) L 00-00-00 20-02-08 Top 172 293 n\a 7 T37 Conc. Pt. (lbs) L 21-02-08 21-02-08 Top 1827 3111 n\a Controls Summary Value %Allowable Duration Case Location Pos. Moment 65150 ft-lbs 45.8% 125% 2 13-10-02 End Shear 12909 lbs 38.8% 125% 2 23-01-00 Total Load Deflection L/378(0.776") 63.5% n\a 2 12-08-14 Live Load Deflection L/743(0.394") 48.5% n\a 5 13-00-03 Max Defl. 0.776" n\a n\a 2 12-08-14 Span/Depth 14.6 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material B1 Wall/Plate 5-1/2"x 7" 12892 lbs n\a 44.6% Unspecified B2 Wall/Plate 3-1/2"x 7" 13018 lbs n\a 70.8% Unspecified Notes Design meets Code minimum(U240)Total load deflection criteria. Design meets Code minimum(L/360)Live load deflection criteria. Calculations assume member is fully braced. BC CALC®analysis is based on IBC 2018. Design based on Dry Service Condition. Concentrated side-load exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. Page 1 of 2 11-1 MiTek MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, -)24-41 Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 , =ED ® MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 1o_on is impractical.T-Brace/I-Brace must cover 90%of web length. - u Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. I _ �I REM 0 Brace Size A YfTee Affiliate for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131" X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace _ 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous A- Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace -k" 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE 4 `ttttilittli, Nails Section Detail ��O C' '•921i No 39380 1 T-Brace _ * ; , . - Nails .. ��tell'0NA1-E-,�`•� ►tttttt Web 1,1 I-Brace Thomas A,Albani PE No.39380 ►%%A MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE I II I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) t of BRACE Or 24"O.C. 48"O.C. 72"O.C. n BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A 1 B 1 C I D C I D L. REi�IC 11 10'-0" 1610 1886 ,666 2629 A INTak Affiliate 12'-0" 1342 1572 1572 23583143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 "Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-ad (0.131")2.5")FOR 1x4 BRACES,2-10d(0.131"x 3")FOR Wand 2x4 BRACES,AND 3-10d(0.131"x3")FOR 2r6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2X3 and 2x4 LATERAL BRACES.AND 3-10d(0.131"x3")FOR 2x8 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DS&a9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwa.sbcindustry.com and%WAYApinst.org D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE , ...‘% 11 .114141% ilk raj ilk ;'.� `\\ j CONTINUOUS LATERAL RESTRAINT 7,, ZZ Z411 1100141 2-10d NAILS �J \ (SEE NOTE a) •��,,`IS 1 A.Milt/'', �� ill ��� it %Ns Q�P ��B �,i1 No 39380 mils ii. ���, •. $TA,�TE ,.fir : 41� \: :„..,_ _, .. 4.,.... ��.;�s c"G R , . N :. %• TRUSS WEB °it`,S,�o N A� 0 MEMBERS Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek USA,Inc.FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. • AUGUST 1, 2016 SCAB-BRACE DETAIL Mil-SCAB-BRACE • . I II i ® ��� MiTek USA,Inc. Page 1 of 1 Note: Scab-Bracing to be used when continuous LAii �n lateral bracing at midpoint(or T-Brace) is y impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". ENGINEERED BY REM A Wilk Affiliate •*•THIS DETAIL IS NOT APLICABLE WHEN BRACING IS ••• REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES(OR BETTER)AS THE WEB. IIIN t I MAXIMUM WEB AXIAL FORCE =2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE , 2x4 MINIMUM WEB SIZE It MINIMUM WEB GRADE OF#3 ,t I, ,t `` o w i t',',, `� ``•N.O0Ps A AO,,'�.N4N44 k'c'.**\-"" iv 8 e i • iti No 39380 k>1 Nails Section Detail -p • E a: •!t/:: WE Scab-Brace .0-/t �•' �•;• �_�• ' F.' ,OR� C .` Web '•'isS,ONA` `;,`�� Thomas A.Alhani PE No.39380 MiTek USA,Inc.Ft.Cart 6634 Scab-Brace must be same species grade(or better) as web member. 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REPO5 VERTICAL (RIBBON NOTCH VERTICAL) f 11 I ® MiTek USA,Inc. Page 1 of 1 =ED 1.THIS ISA SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 0o INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 0o OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED Li REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek USA,Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE WIENON • BYr APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. REIIIIC 3.SUCH AS TO AVOID SPITTING OF THE WOOD.SPACINGTHE END DISTANCE,EDGE DISTANCE,AND OF NAILS SHALL BE AMRek Affiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE I TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND IMOLUMBER GRADES O M - 11111 ■ ■M ■ r::::= • DO NOT OVERCUT DO NOT OVERCUT I A/ _III ■. ■ Min ► 1 1/2" . 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOADFROMABOVE .17' I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES ANDI TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS 110=11_ IIIP-M1 ■ .. S A. �s r -_■� DO NOT OVERCUT •N� d�P Ade ��i, ==�I /1, .z, \G E•N d',.;.. . ..ti �I % No 39380DONOTOVERCUT Li %I►� ' :7- .s. TA E ► ti. ►� � v ;G"` .:;gym .:��� ON AL. ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) ',',��� �i�`, TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Alban'PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP " . �\ //SII ii 1 ® MiTek USA,Inc. Page 1 of 2 JED Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud , Vertical Stud AV (4)-16d Nails , -.0--____ DIAGONAL BRC MiTek USA, Inc. ENGINEERED BY 16d Nails �E 0 SECTION B-B bSpaced 6"o.c. RE r----111. r e:p A ABTek Affiliate (2)-10d Nails into 2x6 =MG 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS ILLI 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. 1-\ ii-iiiiiiii Typical Horizontal Brace 111 Nailed To 2x_Verticals SECTION A A w/(4)-1od Nails 2x4 Stud 12 �� ,�©� Varies to Common Truss PROVI2x4 DEBLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. pr Ag%/////4w%/////d%%/////'Mr/////A: SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH ............................................................................. oolDRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. ��L`ri SHEATHING BLOCK K PLYWOOD i !1 3x4= SHEATHING TO 2x4 STD SPF BLOCK %/////APC Ar/// /////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: -24 Max ;1�4f� _♦'!\� 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ♦ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2)-ion WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAILS'/ Ipa♦ (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / ��l ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ♦♦♦ 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB 0- ♦♦ / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦♦ /Trus- -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. ►♦ / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A =� 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace / x6 ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed •-_; TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. II- 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall i;. 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ,```,�t�PS�A'rq���,`' Species and Grade Maximum Stud Length `���0.•........ je,9•,�� 2x4 SP No.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 • -�•�'` 5�•�'•L� �i 2x4 SP No.3/Stud 16"O.0 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 • : _.,�-"`* __ _: _ X Diagonal braces over 6'3"require a 2x4 T-Brace attached to ^ one edge. Diagonal braces over 12'-6"require 2x4 I-braces :. ----ABTA E, attached to both edges. Fasten T and I braces to narrow edge "..-0-.'•.:4"--7— '"' ^"`� of diagonal brace with 10d nails 8"o.c.,with 3"minimum ��'1 .• ,L '. �.z. end distance. Brace must cover 90%of diagonal length. �i�s R , ' �?Ns� MAX MEAN ROOF HEIGHT=30 FEET ��lel,:O N A`� �% CATEGORY II BUILDING Thomas A.AIbaN PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa F133610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP I II I ® MiTek USA,Inc. Page 1 of 2 =OD Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud ,oto J�� Vertical Stud (4)-16d Nails , DIAGONAL V ` BRACE MiTek USA,Inc. X>.< 16d Nails ly177rim hL Spaced 6"o.c. SECTION B-B ►/ A Wok Affiliate --�,i� (2)-10d Nails into 2x6 •mr 2x6 Stud or 2x4 2 of better DIAGONAL BRACE • �\Typical Horizontal Brace 4c0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS ee , , SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 PROVI2x4 DEGBTWEEN THE FIRST 1,h Vares to Common Truss TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH 2 -10d NAILS AT EACH END. p%/////////dror ////////////r/////AC SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH ill DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. �y • ;��N� (0.131"X2.5")NAILS MINIMUM,PLYWOOD 3x4= SHEATHING TO 2x4 STD SPF BLOCK Sao * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max. i Ill:tIMIIMIP:1PAN1/4►%N / 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" ��� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2) 10 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAIL/ 111K,• (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / .'r ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / �� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB /- .. I / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. .� /Trus -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. �• 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace STUD. /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed •__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT ,1{11tt1►J/li Stud Size Spacing Brace 1L-Brace L-Brace BRACE 1/3 POINTS ♦.0% rj A. 4, Species %, P . O e . and Grade Maximum Stud Length %♦♦�,�1• ,••�G E Nj i••.1.4.',..i 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 •• � •• �� 2x4 SP No.3/Stud 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1N O 39380 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 •' • 9. r - Z' Diagonal braces over 6'-3"require a 2x4 T-Brace attached to10‘ "!/j.,.—,SJA E_,,04v....,,':- !u Z. one edge. Diagonal braces over 12'-6"require 2x4 I-braces . (V . attached to both edges. Fasten T and I braces to narrow edge 4` ••' ( O '' ' of diagonal brace with 10d nails 8"o.c.,with 3"minimum lo, • O R 1z. end distance. Brace must cover 90%of diagonal length. iii S's+ ••••• •"G.\"�%♦ MAX MEAN ROOF HEIGHT=30 FEET ���1411 N Al..%-".0‘s CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail MII-GE140-001 • I IO ® MiTek USA,Inc. `=OD Page 1 of 2 Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud i ,o_o n Vertical Stud (4)-16d Nails ` DIAGONAL L__) . r , BRACE MiTek USA,Inc. 1�'� �` �—// I ENGINEER BV , a` 16d Nails LI a RDNIC SECTION B-B ei, Spaced 6"o.c. A Wok Affiliate /---11.- (2)-10d Nails into 2x6 WU 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS .,�, 2x4 No.2 of better 4'-0'O.C.MAX r_, SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 411 Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2xtu12 ,�©� Varies to Common Truss PROVI2x4 DENG BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TRSES WITH -10d AT EACH END. aEssa i////itt,„„„/z iiii/ii///ii/!: SEE INDIVIDUAL MITEK ENGINEERING ATOP CH D AGONAL(BRACE OINAILS BLOCKING WITH ill I I I ,, DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. (4)-8d(0.131”X 2.5")NAILS MINIMUM,PLYWOOD mho 3x4= SHEATHING TO 2x4 STD DF/SPF BLOCK —u %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"Max :t-41111111=PDLIGI►I NTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1.-3” (2)-10�' WA, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILSa 1pg (2)-lad NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ,'r 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � BRACING OF ROOF SYSTEM. ' if /4."L”BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB /TrUS- -s a 2411 O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ��• / DIAPHRAM AT 4'-0"O.C. _. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace v6 ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) if needed •--, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND s (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ••• NS Species ‘•`0�`P....... 46 ie,� and Grade Maximum Stud Length ::`.r_.��C E3:9138 N SF- 9'L�'�. 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 •• ' 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 T E,,,53 fU Diagonal braces over 6-3"require a 2x4 T-Brace attached to - ,. .. - ".-. 4/.:::" one edge. Diagonal braces over 12'-6"require 2x4 I-braces %;t"t.-••< O R 1 \ :'... atoftached to both edges. Fasten T and I w b with 110d nails 8"o.c.,with 3"minimums to narrow edge ,�''.,5`ON A,•�•00 end distance. Brace must cover 90%of diagonal length. Thomas A.Nbani PE No.39380 USA.Inc.FL Cart MAXIMUM WIND SPEED=140 MPH 6904kParke East Blvd.T�R33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 'STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • AUGUST 1, 2016 Standard Gable End Detail MII-GE170-D-SP • =EIDI II I ® MiTek USA,Inc. Page 1 of 2 _._ Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud , I O, Vertical Stud 4 -16d Nails , OR SPF No.2 ( ) ` 2X6_ DIAGONAL BRACEiT k nM e USA,I c. gLo!„,/e7 �` 16d Nails D h` Spaced 6"o.c. D SECTION B-B ►ice A Wok Affiliate /—�1lim> DIAGONAL BRACE (2)-10d Nails into 2x6 : 2X6 SP OR SPF No.2 4'-0"O.C.MAX -" TRUSS GEOMETRY AND CONDITIONS '�'-\Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 �� �,il �©� Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST // % /I%%/ /%% /I/ /i: INDIVIDUAL TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR MITEK DESIGNENGINEERING CRITERIA O EW - EE ATTACHTRUSSDIAGONAL BRACE(2) 10d TONAILS BLOCKINGATACH WITH ND. Az iL� SEE (5) 10d NAILS. �,��y` x4= (4)-8d(0.131"X T2.5")NAILS MINIMUM,PLYWOOD AnmiLeau n SHEATHING TO 2x4 STD SPF BLOCK %////////////////////////' * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B ' Roof Sheathin• NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 11111=MIIIII'VANA'♦2L! WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1,-0. I ♦� (2)-100' ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT MaxNAILS irk (2)-10d NAILS BRACING OF ROOF SYSTEM. / �'' 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 ♦♦ OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF __; ♦♦♦ / DIAPHRAM AT 4'-0"O.C. ♦♦ /Trus•-s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ►♦ / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace r\:______(REFER TO SECTION A-A) at 1/3 points DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \a -16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR OCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall :1 NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum DIAGONAL Stud Without 2x4 BRACES AT Stud Size I Spacing Brace L-Brace BRACE 1/3 POINTS d Species g ````%,,kNS'A'�ge,,le� and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 �.• <� ,�/ 2x4 SPNo.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 "• �' �•••• 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 No 39380 • 2x4 SP No.2 12*0.C. 3-11-13 5-8-8 6-11-1 11-11-7 = : * • 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 - • * ' r. 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 ,+'""' -"'/ Diagonal braces over 6'3"require a 2x4 T-Brace attached to ;r' •40 one edge. Diagonal braces over 12'-6"require 2x4 I-braces i. •.''t", P;:�� 4 attached to both edges. Fasten T and I braces to narrow edge i� • QRS �� of diagonal brace with 10d nails 6"o.c.,with 3"minimum �i SS j........ • •• ••'�� ��� end distance. Brace must cover 90%of diagonal length. ie °N A'',,Los T or I braces must be 2x4 SPF No.2 or SP No.2. • Thomas A.Albani PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MTek USA,Inc.FL Cert 6634 EXPOSURE D 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP t ' =OD ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud I I o= _II Vertical Stud (4)-16d Nails / ` 2X6 L SPF E 2 L.,ii V DIAGONAL BRACE MiTek USA,Inc. � 16d Nails FL= Spaced 6"o.c. SECTION B-B 11-‘AIITak Affliate /--� m> DIAGONAL BRACE (2)-10d Nails into 2x6 WPI, 2X6 SP OR SPF No.2 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS .,A' SHOWN ARE FOR ILLUSTRATION ONLY. '' Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails SECTION A-A 2X4 SP OR SPF No.2 'Ii 1,,,,,,„.:,,..., Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST Air...Pr.iiiii iiiii (iiiii z iiiiii: SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. 1111111 M Y ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d NAILS. 11 (4)3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD �'�n �1 SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing NOTE: "24"Max, 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 111.111.11=11111.M:v�i�/_, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WAIN TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-0" 2 1 W 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. NAIL 0 • ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT irk (2)-10d NAILS BRACING OF ROOF SYSTEM. / ��r 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. , 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF r--, DIAPHRAM AT 4-0"O.C. . /Trus- -s © 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 14. 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL �► / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. " ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace (REFER TO SECTION A-A) at 1/3 points 4 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. \ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 0--' BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall :� SECTION NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEEA-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Secies and Grade Maximum Stud Length �,��`��p$t A. •,, 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 z�`A�O. \G E(�j S :14,%, 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 '•\' • "• •• i 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 No 39380 • 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 ••• * 2x4 SP No.2 16"O.C. 3-5-13 4-8-1 6-2-1 10-5-7 F. ''." 2x4 SP No.2 24"O.C. 3-0-8 3-9-12 6-1-1 9-1-9 .1”-- .7.13" r*-' ••. X Diagonal braces over 6-3"require a 2x4 T-Brace attached to ;c_ -- • one edge. Diagonal braces over 12-6"require 2x4 I-braces -, ''t" attached to both edges. Fasten T and I braces to narrow edge �i,� R %.9..,,,x".�j� of diagonal brace with 10d nails 6in o.c.,with Sin minimum �i kY/O "•• � �%%- end distance. Brace must cover 90%of diagonal length. i��l,,N A't�`�‘ T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Anc,F PE No.39380 EXPOSURE D MiTek USA Inc.FL Cert 6634 ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 STANDARD PIGGYBACK MII-PIGGY-7-10 • TRUSS CONNECTION DETAIL =OD , I' II I ® MiTek USA,Inc. Page 1 of 1 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0o MAX TRUSS SPACING=24"O.C. i ,oo CATEGORY II BUILDING — _7 EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Lr - , IN eTRANSFERING DRAG LOADS(SHEAR TRUSSES). RD?4C 11 ADDITIONAL CONSIDERATIONS BY BUILDING L7 L'� ENGINEER/DESIGNER ARE REQUIRED. A MiTek Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. '' D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ■ ■ ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS Ota 4"O.C. • _, ,m _ �` el 6 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING I® EIMMIIMMIM®MINIIjIIIIIMMI®WA\k IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH ■i q,Ii4 DIRECTIONS AND: ' 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM C . PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ., ` `4 REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On ' -.' � I PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` TRUSS MITEK DESIGN TRUSS TOP CHORD T DRAWING.SPECIFIED SPACING SHOWN ON BASE li \\L` SCAB CONNECTION PER � ii>V�� ��� NOTE D ABOVE / ,\ `:--.•„ ., -'�� I\ ,,Ip..- - '- *.-_,1;`-',..,-,0-k; \\\\This sheet is provided as a Piggyback coFOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsibEACH FACE OF TRUSSES AT 48"O.C.W/(4)(0.131"X 1.5")PER MEMBER. permanent bracing per standard engineering practices orSTAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIEDtttlit! EXTEND THROUGH Ottt ���t BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: `���_^PS A. 44�'e, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ‘• 0 .. • e I,� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP `NN,`sZ` \C E N S' 9/L ,.„ !� AS SHOWN IN DETAIL. ;• L F••'. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF4. • TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS .�. NO 39380 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) _ k ,,• = _' (MINIMUM 2X4) .. r 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 'O .,-„- 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW r ST- E ' ,' AL ■iie BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS �'� "� ,,.%,,..4 ...•14/14/......i. �(/� GREATER THAN 4000 LBS. 0j-•"f-`. . . . "r 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �j ' O {3 1 CI),...r.,\% / 5) CONCENTRATED PIGGYBACK LOANDT MUST BE E E TRPUSS DESIGN.TOBOTH NUMBER OF PLYS OF PIGGYBACK TRUSS TO H BASE TRUSS. '''IssiO N A,i;`oN Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT - AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 • 1 II 1 ® MiTek USA,Inc. Page 1 of 1 =LD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. I oo CATEGORY II BUILDING LAA ✓a EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES U! ENGMEERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). RETI ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A DAT&Affiliate A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN I WITH(2)0(0.131"X 3.5")TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"0.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131"X 3.5")NAILS EACH. �♦ D-2 X X 4-0"SCAB,SIZE TO MATCH TOP CHORD OF ' PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON ' INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. ■ ■ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ivt% \�vEi m IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH �k IniM •• i' \Nii/A.( DIRECTIONS AND: ■� q,, 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. C ', E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD �, �l\� GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \�\\� `\ TRUSS MITEK DTRUSS TOP ORD AT ES GN RAWINGD SPACING SHOWN ON BASE \�\ \\�i\ SCAB CONNECTION PER —\��a 4I��_ ,"‘� //,, NOTE D ABOVE // ‘1 \` �\' AdiallIMMENIM AirillEMPM NNht.i3.1t1- 14\ \ ��This sheet is provided as a Piggyback connection `\ 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all /\ ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint \;. and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH �>><<� t/i� BOTTOM CHORD T)O VERTICAL WEBS OFCAP TRUSS OUIRING A VERTICAL PIGGYBACK AND BASE TRUSS ��‘`t •• A•q<. j�, OF PIGGYBACK MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ��`% ''Z'••• \C'E N SF•'92V,*:. 10 AS SHOWN IN DETAIL. .. • 2) ATTACH 2 x x 4-0"SCAB TO EACH FACE OF : No 39380 ". S" TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) -p -''CC' (MINIMUM 2X4) :Se* .3, • /-'44' 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM i C3 i. -' 41.7 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW lieu! BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADSGREATER THAN 4000 LBS. �i O R 1�••"(jam`�� "e 4) FOR PIGGYBACK RUSSES CARRYING GIRDER LOADS, ����ii,h, I ��.�`�� f" NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. ���� ����, 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Alban PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPO1A1 AND DAMAGED OR MISSING CHORD SPLICE PLATES MiTek USA,Inc. Page 1 of 1 I II I =IDD TOTAL I NAS EACH NUMBER SIDE MAXIMUM FORCE(lbs)15%LOAD DURATION OF BREAK' X SP DF SPF HF INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 __2x6_ MiTek USA, Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 �,_ ENGNEERED BY r REIII�C 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A Wilk AMA* 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 •DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C "fr ‘. 4,e10,‘ .# 4- fir.- BREAK 00 � 0,- •10d NAILS NEAR SIDE +10d NAILS FAR SIDE \0 TRUSS CONFIGURATION AND BREAK LOCATIONS 0 Miffiii-Mii=iW / /".- FOR ILLUSTRATIONS ONLY 0 X"MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES `,►11►►tillttttt, NOTES: N‘‘�.(�p`S A' '414,9�i", 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES N� O i� NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS •:. k'••�,\C E N ge' -42�� SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR : . * AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID * �^� UNUSUAL SPLITTING OF THE WOOD. • $TA E 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID Q ,. '- •�V� LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. _,n 'e' /� Z 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. ,•,<(`''• 0 R 10.- 0\ 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. •••SiS�•ONA,-����%, ltititllli►►\ Thomas A.Albani PE No.39380 MTek US&Inc.FL Cart 6630 6904 Parke East Blvd.Tampa ft 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL SP • I li I ® MiTek USA,Inc. r Page 1 of 1 TES: =OD NO1. E-NAILS SHALL BE DRIVEN AT AN ANLE OF 45 DEGREES WITH THE MEMBER ANOD MUST HAVE FULL WOOD SU PORT.(NAIL MUST BE DRIVEN THROUGH AND 00 o= EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. El 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. WI ENGINEERED BY A RENIC THIS DETAIL APPLICABLE TO THE sl.11Tak Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 tq J .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW ri (2x3) 2 NAILS 2 .128 74.2 67.9 , 58.9 _ 57.6 50.3 ,- .131 75.9 69.5 60.3 59.0 51.1 ,�, . NEAR SIDE .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE FA VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. SIDE VIEW SIDE VIEW EXAMPLE: (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD (2x4) 4 NAILS 3 NAILS For load duration increase of 1.15: WA NEAR SIDE / i NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ,I ``otitimii,' NEAR SIDE t NEAR SIDE `N�.0�Pg A. q.e,,.� IrA, NEAR SIDE I NEAR SIDE t NEAR SIDE No 39380 _It., - .77. �: OR1a � :•• Thomas A.Alban PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: - January 19, 2018 ANGLE MAY ANGLE MAY Y ANGLE MAY VARY FROM VARY MAY TO R6 ° VARY FROM 30°TO 60° 3030°T060° 45.00° 45.00° `�' 45.00° /J14 A AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 =ODO MiTek USA,Inc. Page 1 of 1 I== GENERAL SPECIFICATIONS I I== a 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A a REI1�C 7 GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A INTek Affiliate OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. t——_IL——,Y T IL 7 11 t--moi--- II II II 11 11 II 11 II II II II 11 II II II II 11 ,, II II H 1 II II II II 11 " II II 11 II II I II II I IL II II 11II I ll I II II II II II II II II II 11 II , J 11 I; 'I i1 J J i; BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P FIT OR GIRDER TRUSS ,,I411 "ill SEE DETAIL . 1111 A BELOW(TYP.) dadiligli ••• SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \i‘ I ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ig ON THE TRUSSES 4 ``,��lllilll/b,,, --j %��, •s MPS A• 'q.6�',i 'ss(,0' ;GENS. •qZ.,. F i L I. ' No 39380 •�'. Z DETAIL A z STa E . ' �vu (NO SHEATHING) rt'%;cis .. 9 R 1°Gam`%$* N.T.S. �'��SAO N A��r.�`• �"I'll'''" Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 - 1 II I ® MiTek USA,Inc. ' Page 1 of 1 =ODJ� GENERAL SPECIFICATIONS a 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND rm..EEN B R 'BY _ OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A A REN / 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE ANRek Affiliate INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. .. _ ——I I __ 7 T 1, 71 T 71 'I-———0—__ II II it II II , II I II II 11 II 'I 11 IIII II II I II II _--l- 1 1 II II II II 1II II It fr XI II ; ;; 1 II I II ;1 I ;' I . 11 q BASE TRUSSES VALLEY TRUSS TYPICAL ii VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P �2 OR GIRDER TRUSS \NITioliii7 1 111.1 SEE DETAIL A BELOW(TYP.) I iiiiiill61711 I SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ilO ON THE TRUSSES ,,-1.A,i_ `ss• se.`,\CE"NS-"94i.. `` W No 39380f. 7w --*7---'m ;,..,-,,,c' ' 1.5"Max 7.'O: • AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII—VALLEY SP I • U I ® MiTek USA,Inc. Page 1 of 1 =ED GENERAL SPECIFICATIONS L 1.NAIL SIZE16d(0.131"X3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE Fri GIN ER BY INDIVIDUAL DESIGN DRAWINGS. = ° 0 GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING A � � OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. AYRek Affiliate / 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. I� I� II II II II , II II II II II II I I II , , II , II it II � I I II , 1 i' ii ! 5 I I 11 I Afr , NI I ;I J ;' II o BASE TRUSSES VALLEY TRUSS TYPICAL . VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P I12 OR GIRDER TRUSS o Niquil 11 S A BELOEEWDETAIL(TYP.) ll SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 II INTO EACH BASE TRUSS. CATEGORY EXPOOSURE C BUILDING C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF "' MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF 1411114444 ,' ON THE TRUSSES �,(�>>1�+1Iilii/t,� ����.�••'G ,tij CT ri 4,.• • �` S6'••• / 10 •No 39380 ' DETAILA 1-0'; �.. iz' (MAXIMUM 1 SHEATHING) - :4., N.T.S. l 0 R ,p••.rt.`. '",,tO N A..1...."--;:4;0%s� iit1111� Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) I II I ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 =ED TO EXCEED 48"O.C. SPACING r i =f MiTek USA,Inc. rrialNGINE R_. 'V A Mtrak Affiliate i i N 4' S /4' • , CHORDAPPLIED TO,CLIP EITHMAYBE ER FACE Ait .. 41 lk* i ,I , ,„1., ,,...., .... A issi, 1)` CLIP MAY BE APPLIED TO THIS FACE UP TO :: .„,4*,........ A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT 1 WIND DESIGN PER ASCE 7-98,ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) ",`,�,IU111//,,,�, SUPPORTING TRUSSES DIRECTLY UNDER ��.% MPS,A. AL6i,,i VALLEY TRUSSES MUST BE DESIGNED - . �.`,<�a�\GENS�.;Q2.•:� WITH A MAXIMUM UNBRACED LENGTH OF ma.F. NON-BEVELED No 39380 2'-10"Cl AFFECTED TOP CHORDS. �- BOTTOM CHORDIII it NOTES: ° `m ¢ SHEATHING APPLIED AFTER '%-9-.4•\ 7 =- v�.' INSTALLATION OF VALLEY TRUSSES ',"'c:1.*,,L O R CR \ "*. -THIS DETAIL IS NOT APPLICABLE FOR �'•e,S'S •• _���` SPF-S SPECIES LUMBER. ,,,,,�0NA� �•%` CLIP MUST BE APPLIED Thomas AAlban PENo.39380 TO THIS FACE WHEN MiTek USA,inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 - AUGUST 1, 2016 Standard Gable End Detail II MII-GE146-001 I }II I ® MiTek USA,Inc. Page 1 of 2 =ED Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud V Vertical Stud (4)-16d Nails ` DIAGONAL Vtil ` BRACE MiTek USA,Inc. X>< _ // WIN c..6Y ` 16d Nails ii RII ° SECTION B-B ` Spaced 6"o.c. E� o s_ A NRek Afllllate -� 'j' (2)-10d Nails into 2x6 •ar 2x6 Stud or DIAGONAL BRACE •'�'!\Typical Horzontal B ace 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS r SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2xVerticals SECTION A A w/(4)-10d Nas 2x4 Stud dlNit_ , Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING Mr AV%ii iiii/MI i///.111%/i, SEE INDIVIDUAL MITEK ENGINEERINGill II I TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH �y 10d NAILS. -�t�y 3x4= S(4HEATHIINGITO 2x4 STDILS SP BLOCK MINIMUM,PLYWOOD * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"MaI. rJ IN 1NIFIMI/VI�� / 1.NMINIMUMTE: GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" I) _MIS \`�C� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS/ I 1(4' / n WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAIL/ I: I (2�-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / .1 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: / ' �rUS' 'S 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF � / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ,: 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTALBRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace I \./ 2 'DIADIAGONAL ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 p0int NAILS AND ATTACHED (REFER TO SECTION A-A) TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L'240. if needed 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall rj HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL L, Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length `,�`1%1U111111, 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 1`;.�0t�E'.... •A< .q1�� 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 "•"�� sic'•"�L��. 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 No 39380 Diagonal braces over 6-3"require a 2x4 T-Brace attached to • one edge. Diagonal braces over 12-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge "'. ---AST E lL E web with 10d nails 8"o.c.,with 3"minimum ,F.-,le' ''' end distance. Brace must cover 90%of diagonal length. .*,t<` O R 10.•'0.• %, MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Alban PE No.39380 CATEGORY II BUILDING MiTek USA,Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B • I II I ® MiTek USA,Inc. Page 1 of 1 1=EQ TRUSS CRITERIA: t LOADING: 40-10-0-10 DURATION FACTOR: 1.15 D SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 WI o HEEL HEIGHT:STANDARD HEEL UP TO 12" ENERGY HEEL i NISIC 11 END BEARING CONDITION A MiTek Militate NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB .. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND -� _� UNDISTURBED A 0 -n (L) (2.O x L) 24" MAX 24" MIN `��%t%tttttiIItit %N.N%Mp,SA• /14,011,, "•`�O• 'G•EN '' /y . .� '•�,� SF rte'. No 39380 if e,.- i IMPORTANT I:0 ;t.�.C" _. --t--;" + This detail to be used only with trusses(spans less than 40')spaced �.F••Z 4 R d moi 24"o.c. maximum and having pitches between 4/12 and 12/12 and ''e s (-.>NN total top chord 50 psf. Trusses not fitting ds not these criteria should d be examined individually. iit1,.N A`, %�t Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc.FLCert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1;2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK 1 11 I ® MiTek USA,Inc. Page 1 of 1 =OD .o. �, „a MiTek USA,Inc., TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, L_Laj� INN R ,BY _ 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET RI 0 ALONG A FLOOR TRUSS. A MITek Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")NAILS \----6.,\I 1/ ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS / -NyNI BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) L, - / -11-'1 \ ,/ Hi Y \-_ .r 'llriN_ _ / /-14 . USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS (0.131"X 3")NAILS STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 a.- WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) ttttttsS A.II ,,l,, ,- O OP', A�6' ''•_ ._ . .,\,‘'`.• : •0GENS •:`!2 '. • : No 39380 ". * THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, t " a DESIGNED BY OTHERS.IF SPLICING IS NECESSARY, USE A 4'-0"LONG .-r,., STA, Ei µ'x• 1'U: SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d i0�,'" ``" —'l •' <•ti (0.131"X 3")NAILS EQUALLY SPACED. ''i • •• 0 R 1 v••'0• •••• ALTERNATE METHOD OF SPLICING: • ��''LSIS/ONA�-��'tt•t OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d ���liit",tiltttt (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Alban'PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 ., ,, r . ALJbi$D® , .. µa. �z ® ',. ,- ! 'w INSTALLATION Boise Cascade Engineered Wood Products .m GUIDE The information inhethis document Includes AJS° pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to ' 14011501201190 125 the ALLJOIST Specifier Guide Canada 1.0. Y,� < for use in Canada,Limit States Design. and VERSA-LAM® BEAMS te a _ . , ` - ny a, r X 11'11 US Version product manufactured in St. Jacques, New BrunswiCANADAck i E 'Ititt '44.-- !„,- _ t.#7.7.:,., ,,::::,, , „ail Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA-LAM®, and ALLJOIST® products to comply with aur specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, I installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 AIG US 08/29/2013 Copyright Boise Cascade 11bad Products, 1.1...C. 2013 ALLJOIST® Product Profiles AJS® 140 W5M6WWWW4 AJS° 150 AJS® 20 AJS° 190 AJS° 25 r--) 91/2" �� 9/2" 91/2" gI 3 91/2 117" �117/s" a "— ._117/s" 3/8._, 117/s" 117/x" /s"—►' „ 3/4.,_.,„ . ' 14" /s 14" /s14" 3/s 14„ 14 16" 16" 16" 16" 16" 1'/"i f.._D I 1y2"I '-) I 11/2"2 - 1 1'/z"S 1 11h"I I I H--I I-----I t. I I" -I 21/2" 21/2' 21/2" 21/2" 31/2" l 2x3 Flanges I l 2x4 Flanges r AJS® 25 AJS° 30 Deeper Depths Deeper Depths I 18" 18" s va ", 7/16' 20" 7/16,,_, 20" I. ', " � i 22" 22" ,,, 24" 24" ' ' , } .w 11/2"T[ 1 1 11/2"T i' •' 1 Information on deeper depth AJS°joists is 131/2' I 1--1 ( available in the ALLJOIST°Commercial Guide 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior I DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS � 7aw,;, ON AJS"'JOISTS UNTIL ALL HANGERS,AJS'RIM JOISTS, iFr l'�� 0 , -,;,./ \* DO NOT RIM BOARDS,AJS BLOCKING � PANELS,X-BRACING AND ' • support joist , i on web. TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to I DO NOT nail closer than 11 from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. 0 DO NOT use qr INSUFFICIENT ATTENTION TO „ �« 116d common nails. ' ," PROPER BRACING DURING See roof and floor CONSTRUCTION. ACCIDENTS Refer to hole CAN BE AVOIDED UNDER ..// location and sizing }0. d ."`" .`details,this sheet, \\ chart for size and '''''''''\'s,14 y ': Use 1 nails or for allowed cutting NORMAL CONDITIONS BY `\ lOd/i6d box nails. spacing. �. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is f DO NOT install tongue of floor sheathing flush with either 1" Do NOT hammer on web unless in place. I or 1'/ie thick BOISE CASCADE"rimboard(tongue OK with removing knockout holes. at the end of the bay, 1W and thicker BOISE CASCADE'rimboard). or permanently install DO NOT load joist beyond . the first eight feet of design capacity. € T&G Floor of i�ongue r� AJS® .. - Sheathing AJS Joists and the first DO NOT stack sheathing course of sheathing. As building materials on regardless an alternate,temporary unbraced joists. of rimboard sheathing may be nailed ` i , r or 1'/ie• thickness. y , to the first four feet of \ thick BOISE/ '=' AJS®Joists at the end of I I II CASCADE" Trim tongue DO NOT hammer on flange. rimboard 1111 flush with rim. the bay. • All hangers,AJS°rim joists,rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJS°blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS°Joist is set. • Straighten the AJS°Joists to within%inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS° and sheathing. AJS°Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS°Joist with two 8d nails. ALLJOIST® Residential Fl e or Sean Tables About Floor Performance • Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor.Communication with the thicker,tongue-and-groove sub floor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance.The most common methods used to increase performance options,based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. *MINIMUM STIFFNESS ***THREE STAR*** ****FOUR STAR**** CAUTION CAUTION ALLOWED BY CODE* Live Load deflection limited to L1480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: Floors common industry and design community that meet the minimum building code L/360 standard for residential floor Joists,33°10 stiffer A floor that is 100/o stiffer than the three star criteria are structurally sound to carry the than L1360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads:however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9V2'.and 117/8" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2' 24' 12" Iii" 19.2' 24' 12" 16" 19.2" 24" Depth Series 0.c. C.C. o.c. G.c, C.c. o.c c.c. ac. o.c. a.c. o.c. o.c. 140 17'-9" 16'-3" 15-4" 13'-11" 13'-11" 12'-8" 11'-11" 11-1" 19'-8" 17'-0" 15'-6" 13'-11" 150 18'-1" 16-7" 15-8" 14'-7" 14'-2" 12-11" 12-2" 11-3" 20'-0" 18'-3" 16'-8" 14'-11" 9W 20 19'-1" 17'-5" 16'-5" 15-4" 14'-10" 13'-6" 12'-9" : 11-10" 21-1" 19'-3" 18'-2" 16'-4" 190 15-4" 17'-8" 16-8" 15'-6" 15'-1" 13'-9" 12'-11" 12'-0" 21-4" 19'-7" 18'-6" 17'-3" 25 21'-0" 19'-1" 18'-0" 16'-9" 15-4" 14'-10" 14'-0" 12-11" 23'-2" 21-1" 19'-3" 17'-2" 140 21-2" 15-4" 17'-8" 15-10" 16'-7" 15'-1" 14'-3" 13'-3" 22'-5" 19'-5" 17-8" 15-10" 150 21-7" 15-8" 18'-7" 17'-0" 16'-10" 15-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11W 20 22-8" 20'-9" 19'-7" 18'-3" 17'-9" 16'-2" 15'-2" 14'-1" 25-1" 22-10" 20'-10" 15-8" 190 23'-0" 21-0" 19'-10" 15-6" 18'-0" 15-4" 15-5" 14'-4" 25'-5" 25-3" 21-11" 19'-0" 25 24'-11" 22-9" 21'-5" 18'-3" 19'-6" 17'-8" 16'-8" 15-5" 27'-7" 24'-0" 21-11" 18'-3" 140 24'-0" 21-4" 19'-5" 17'-4" 18'-10" 17'-2" " 16'-2" 15-0" 24'-7" 21-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17'-6" 16'-5" 15'-3" 25-6" 22-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19'-1" 20'-2" 18'-4" 17'-3" 16-0" 28'-5" 25-1" 22'-11" 19,-1" 190 26'-1" 23'-10" 22-6" 19'-1" 20'-5" 18'-7" 17'-6" 16'-3" 28'-10" 26'-4" 23'-11" 19'-1" 25 25-4" 25-10" 22-11" 15-4" 22'-1" 20'-1" 18'-11" 17'-6" 30'-5" 26'-4" 22'-11" 18'-4" 140 26'-6" 22-11" 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" 16-8" 26-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22-5" 19'-3" 21-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26'-0" 24'-2" 19'-3" 22'-4" 20'-4" 19'-1" 17'-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26'-5" 24'-2" 19'-3" 22-8" : 20'-7" 19'-5" 18'-0" 31-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27'-10" 23'-2" 15-6" 24'-6" 22'-3" 20'-11" 15-6" 32-9" 27'-10" 23'-2" 15-6" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf • Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS®25 joists). Cascade EWP Engineering for further information. • Table values assume that 23/3z"min.plywood/OSB rated sheathing is glued and nailed to joists. • This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC® • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC®sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" Building Code. Refer to the THREE STAR table when spans exceed 20 feet. inches and less. One-Hour Floor/Ceiling Assembly FIRE ASSEMBLY COMPONENTS 1. Min.23132-inch T&G Wood Structural Panels. A construction adhesive must be '' 1 applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 _ over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3 3. Two layers'/i'Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& • Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and • Add 3'/"glass fiber insulation to fire assembly: STC=55 IIC=46 or • other fire resistive options or contact your local Boise Add an additional layer of minimum%e'sheathing and STC=61 IIC=50 Cascade representative. 9W glass fiber insulation to fire assembly: !tCT installation Guide•08.291201.i Floor Framing • Additional roof framing details available with BC FRAMER software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested ' AJS®blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under • wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST®PRODUCT -.4%- 1-1.1 ..,.. ..„.....,~ VERSA-LAM®header I�` • or an AJS®header. ```� /\ i•-• � � 1W knockout holes at FOR INSTALLATION STABILITY, ' I` +�-,, approximately 12"o.c. Temporary strut lines(1x4 min.)8'on li, ;1�\ \ are pre-punched. center max.Fasten at each joist with `',` I! 2-8d nails minimum. I� 10* `� /�� E ` `�•.�� Dimension lumber isNISo — , h \ �i not suitable for use t�o ✓ � � as a rim board in / �I�. '` • \ ALUOIST® ..--' ,-ill h 01 \\` floor systems. h II -- AJS®rim joist. � `' o, r� � .;� / /// See Floor Details /// 1.0:,---:..*. ' / page 5. NI' //,.. `'1%�/ /� A Iip. 11///�/� \ -.%, a• ��/`~♦ \4 /1P'P/ See page 8 for ' ` �```�,, /��//�� allowablenocati holeft e sizes ®® \`I ♦\ , ` ,-- ` e, and location. lisir BOISE CASCADE®Rimboard. �/ See pages 6 and 27 of the \` �- - / 0 VERSA-LAM®LVL beam. ALLJOIST®Specifier Guide. `` 1101.4C' r of ``-, / '// // Endwall blocking as required per \`\,\`\,�;+�/� governing building code. For load-bearing cantilever details, ',\ `� e" see page 9. �``,//' �/ AJS®Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: r Stiffener C Web Stiffener Nailing Schedule '/e"min., Scheidule Web 2"max.L chart Stiffener AJS®Series Joist Depth Nailing 2"min.!t .Width 4"maxim` r; 140 NI 150 9% — 11%8' 3-10d --Gap 20 1 .44,41„, 7-Clinch 190 14"— 16" 5-10d ` �1�� 25 2"min.l r-Tight Fit Web Stiffener 4"maxim . required when \��� concentrated loa"\ I NOTES exceeds il00lbs Web stiffeners are optional except as noted below. Web stiffeners applied to • Web stiffeners are always required for 18"and deeper AJS6 joists at all bearing both sides of the joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS®Joist. Web stiffeners may be required with certain , Minum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In I No Minimum • Web stiffeners are always required in certain roof applications. See Roof XIS®Series Hanger I Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 1 1'/z' 25/16' 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. ::/Oise Cascade EWP•ALUOIST"installation Guide•08/19/2013 Floor Fr. min• Details Additional floor framing details available with BC FRAMER®software END BEARING DETAILS J1 1(At1Pt • N''''''N'411L'",iiA,,,...„'N::,..71 ,.,.*'7 ,5 p( Am joist. �/ blocking. I Dimension lumber � \Nail;015 isnot suitable for .. Sio241111"--04/0� `CASCADE' use as nmboard / �I } I _�� `Rimboard to . with AIS°Joists. 4 ( \�\� S `AJS°Joists with I Dimension lumber is not Blockin ma be r uired `' \� \ 8d nail into {suitable for use as rim perpendicular to wall, 'I I� ���\' each flange. board with AJS°Joists. consult design professional 41 I _ 'f of record and/or local building official. 2x ledger. Use of AJS°rimjoist requires 2x6 `\\\ / g i wall for minimum joist cl,bearing. j • 411, - ♦ BOISE CASCADE' One 8d nail Nil ♦ Rimbord . ♦i"Top Flange or Face MountI. 42) /eahside at 'I, ` I'Joist Hanger i( bearing Solid block 'I ''all posts °�' r1 from above + '4 Note:AIS floor � , .\ zdoll ,; r,,,a ( joist must be 13h"minimum ( to bearing .fes, I esigned to carry�� ," I bearinglength belo �II wall above when not stacked over wall I�' To limit splitting flange,start nails at least 1r " S \ below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM® angle to limit splitting of bearing plate. t panels and shear walls,consult design i professional of record. INTERMEDIATE BEARING DETAILS iAJS®Joist Slope Cut Reinforcement Detail below restores original allowable CD For load bearing wall above Blocking may be required,consult design professional shear/reaction value to cut end of AJS"joist.AJS° own SquashBlocklkrcin Loadpb/ft) (stacked over wall below). of record and or local building official. Joist shall not be used as a collar or rafter tension tie. joist Spacing[in] _ �j►'I '• Size 12 16 19.2 € 24' 2 x 6 mis.raft Rafte s,a I � I (�'/ be supported by in gs beam cr - 2x4 4463 3347 2789 2231 other upper bearing support Load bearing 2x6 7013 5259 4383 3506 ,..,, ,,.....4 i a I) wall above 6 16" '/as..._\� '�.(stacked over ®' `�� 1. Squash blocks are to be in full contact mm mar. j\ j •� �.wall below) wi[hupperfloorandlowerwallplate. - AJS" AJS°Joist \' Heel depth �/� ` (r� 2. Capacities shown are for a double Depth • blocking. I� ft r 2x block. squash blacks at each joist,SPF see ,;:i.,...,, " 1 Nail block with one iDd nail into each flange. or better. table �4„ belowi i . r t Backer block FSB, Double AJS°Joist 0 2x blocking required at bearing(not shown for clarity). (minimum 12" 1 Connection Sheathing or �� 4/32"min.plywood/OSB rated sheathing as reinforce- ...,N, einforce `_�` wide).Nail with \ rimboard 10 ment Install reinforcement with face grain horizontal. - Joist `\ 10-10d nails. ` Filler Block closure Install on both sides of the joist,tight to bottom flange. Hanger �. • l .A`� (see chart below) �S• \ r/a"gap between reinforcement and bottom of to flange. �►, , Apply construction adhesive to contact surfaces and �,�� � blockings fasten with 3 rows of min.lod box nails at 6"o.c. ��/il� \ ���� required for' ' Alternate nailing from each side and clinch. I �A cantilever. Miaimam Heel Depth - Web-Filler Filler block.Nail �. '-, with 10-10dnails Nailing 12" (' l End wall! Roof Pitch on-center �� 'I Bearing 6/12 7/12 8/12 9/12 10/12 12/12 Backer block required where top flange Connection valid for all rix, For load bearing cantilever,see pages 9 244 43/4" 4%." 41/4• 4,A" PA" 43" joist hanger load exceeds 250 lbs. l applications.Contact Boise Cascade and 10.Uplift on backspan shall be Install tight to top flange. 1 EWP Engineering for specific conditions. considered in all cantilever designs. 246 3W 3'h," 23/„” 23/4" 2%," 23/4" LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 12 inches minimum from the end of the AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists is intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails@ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS®JOISTS be required per design professional of record. AJS®RIM JOISTS AND BLOCKING • 11 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. VBrtr6*1Oad • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Traasfei4401e ty Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth BC CALC®software. Engineering for furter information. p " NAILING REQUIREMENTS g1/2® ' 1875 • AJS®rim joist,rim board or closure panel to MS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 117/8" 1680 - Rims or closure panel 1,/,inches thick and less: Backer Block "-- -' 2-8d nails,one each in the top and bottom flange. AJS®Series Thickness FiflerBlockTbickneSS 14® 1500 - AJS®140/150/20/190 rim joist:2-16d box nails, 140 1 16" 1340 one each in the top and bottom flange. 150 1 11/2"or two 1/2" 2x_+s%e"wood panel - AJS®25 rim joist:Toe-nail top flange to rim joist 20 i wood panels p 1)Web stiffeners required at each end of blocking panel. with 2-1Od box nails,one each side of flange. 190 i Distance between stiffeners must be less than 24". • AJS®rim joist,rim board or AJS®blocking panel to 25 ! 2x_lumber Double 2x_lumber support: • Cut backer and filler blocks to a maximum depth equal - 8d nails at 6 inches on center. to the web depth minus 1/4"to avoid a forced fit. - When used for shear transfer,follow the building designer's specification. • For deeper AJS®Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. ,'installation Guide•08/29/2013 Roof Framing • 6F � ^y..i.,. o..«...v.,,wk .... • AJS® Rafters Additional roof framing details available with BC FRAMER®software i The ridge must be supported FOR INSTALLATION STABILITY, ,,�by VERSA-LAM®LVL beam or Temporary strut lines-(1x4 min.) )./141110.— load-bearing wall. 8 ft.on center maximum.Fasten / „ at each joist with two 8d nails 1 -_ "_ Blocking or other lateral minimum. j i� / (r � supports.support �uired at end // / / II� /1► •' / I� / '/ til' / '� 1� / / When installing Boise Cascada Wr products �, / ' / v with trey#ed wood,use only connectors/ ' / �' fasteners that are approved for use with the ► / corresponding wood treatment, Blocking not t' , i/�� shown for clarity. i /: i � I' /�/e AJS®Rafter Header c /II Multiple AJS®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS5 JOISTS UNTIL ALL HANGERS,AJS' SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of . Straighten the AJS®Joist to within 1/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS®rim joists,rim boards, AJS®blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS®Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End vial AJS5 Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2 x4 2 x 6 supported by ridge beam or other upper bearing support. Heel 9%” 2%" 1'i" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 11%" 3%" 2%" 1x4 Nailer 4 Max.4'-0•o.c. _ Ceiling Loads: 14" 4'/," 3Y" 4` Live Load=10 psf Notes: Minimum Heel Depth Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no (See table at right) access to attic space. 12 — a 2x Blocking 66. Min.61--- 9i 2 ii'/e°,14^or 16" Web 2)Ceiling joist must be designed to carry all roof load AJS'Series Maximum Filler ��1 transferred through rafter struts as shown. 24^o.c.Maximum 3)AJS®ceiling joist end reaction may not exceed ��` pounds. ii""` ------ 3,2"Minimum Bearing R4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS®top flange with 1-16d sinker II Maximum Span Lengths Without Roof Loads or box nail. 9'/2'AJS®140,150,20,190,25 19'-s" 6)1x4 nails shall be continuous and nailed to an end 117/e"AJS®140,150,20,190,25 22'-0wall braced to the roof diaphragm. 7)Install a 24"long web stiffener on each side of 14"AJS®140, 150,20, 190,25 24'-6" AJS Joist at beveled ends.Nail roof rafter to AJS If roof loads transfer to ceiling joists through struts,analyze with BC CALC® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Roof Framing Details 7 • Additional roof framing details available with BC FRAMER° software � ' � 10d nails 415) Rimboard/VERSA-LAM°blocking. 2x beveled plate for slope at 6"o.c. 2x4 one side for 135 PLF max. Ventilation"V"cut: greater than 1/4/12. 2x6 one side for 240 PLF max. 1/3 of length,1/z of depth '.\\: ✓�' Backer bloc` j \\\.0,,,,, s -\\\: N. 0 Thickness peri j 2x4 N... ,,,,„ \s, N‘,..‘ ��\ ,i corresponding �h. 4i�`2l blocking�� •:" ....,.„\, � AJS series. �V /\� 2x block for soffit ' ',0 AJS®blocking ( support. ^� i 2'-6"max. Simpson VPA or USP TMP connectors or equal canes cut 'l Holventilation. Flange of AJS"Joists may be birdsmouth cut only at P 4 4'-0'horiz. the low end of the joist Birdsmouth cut AJS joist be used in lieu of beveled plate for slopes from must bear fully on plate,web stiffener required each 3/12 to 12/12. 2'-6"horiz. side.Bottom flange shall be fully supported. i^ CD CI E Rimboard/VERSA-LAM®blocking. Backer block i Ventilation"V"cut: (minimum 12"wide). i 1/3 of length,1h of depth Joist Nail with 10-10d nails. Hanger \ .............A ,i... ros _.01,- 411'\ DO NOT bevel-cut joist Tight �-\\\\ \10) Flange of A15°Joists may be M 'j�� for lateral�1 \ birdsmouth cut only at the f filler block.Nail beyond inside face of wall,except = '� stability. low end of the joist. for specific conditions in details I with 10-10d nails. shown on pages 6 and 15 of the \ mBust bear outh cut AJS l Joist ALUOIST®Specifier Guide. 'I must bear fully on plate,web Backer block required where top flange `� stiffener required each side. joist hanger load exceeds 250 lbs. 2'$"max. Install tight to top flange. Simpson or USP LSTA24 strap where slope ._ Simpson or USP LSTA24 AJS®Blocking: ' exceeds 7/12(straps maybe required for lower 1111:10L Double joist may be required strap,nailing per governing building code. Row on each slopes in high wind areas). Nailing per governing I L w when L exceeds rafter side of ridge building code. (2'-0" spacing. or alteruafo Amax Holes cut for ph..\\I Blocking as required. �/"i�"�",' -i-�.-_- ventilation. VERSA-LAMS t���. Nailroutrigger 1`��T LVL support beam. �j• �,�, lip7,46.. _ through AJS®web. ier / , 7 4k%. ,, 1,-,:/) ,:,----- 41.4111r NZ.1,140 �' 'E ERSA-LAM" ../�•- LVL support � N. i 2"x outrigger „ „ey „4,,,,,„:,,,,—__ notched around AJS j beam. • .�• � Beveled web stiffener top flange.Outrigger Double beveled plate,connect to ridge on each side. spacing no greater ( than 24"on-center. with 2 rows 16d nails at 12"o.c. End Wall. Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 11/inches minimum from the end of the AJS®Joist blocking panels orx-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS®Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS'`'JOISTS professional of record. • 11/1 inches is required at end supports. 3/inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP • The 1/inch,pre-stamped knock-out holes spaced BC CALC®software. Engineering for further information. at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. Deeper joists than what is structurally needed may • AJS®rim joist,rim board or closure panel to AJS®Joist: 68 ss be advantageous in ventilation design. Consult local 140- Tgktm8Ss Fid' k7MidoJeS$ Rims or closure panel 11/,inches thick and less: building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. specific ventilation requirements. AJS®140/150/20/190 rim2-16d box nails, 150 11,5"or two 1/2" 2x_+%"wood panel joist: 20 wood panels BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - AJS®25 rim joist:Toe-nail top flange to rim joist • AJS®Joists may be birdsmouth cut only at the low with 2-10d box nails,one each side of flange. 25 I 2 x_lumber Double 2 x_lumber end support. AJS®Joists with birdsmouth cuts may • AJS®rim rim board or AJS®blockingpanel • Cut backer and filler blocks to a maximum depth equal cantileverom up to 2 must s past the thelow end support tand The joist, bottom flange mustsitfully on supportand may to support: to the web depth minus 1/4"to avoid a forced fit. not overhang the inside face of the support. High - 8d nails at 6 inches on center. ® end supports and intermediate supports may not be • For deeper AJS®Joists,stack 2x lumber or use multiple birdsmouth cut. - When used for shear transfer,follow the building pieces of 3/4"wood panels. designer's specification. Eloise Cascada EWP"ALI-OI ST1 Installation Guide-08/29/2013 • I AJS° Joist Hole Location & Sizing AJS®Joists are manufactured with 11h"round perforated knockouts in the web at approximately 12"on center Minimum spacing a 2x greatest dimension D of largest hole(knockouts exempt) L. D DO NOT ' — (see table below) cul or notch (see table below) ' N/ ' flange f • .'.i'i'i ° — •ili$l4«'Wtia9 .' o•f Vii + ,1eltagit2VekoSt4i ,i DO "1 —A 1W"round hole maybe •' ' -6=`j cul in web area No holes(except knockouts) as specified riji allowed in bearing zones cut anywhere in the web Do not cut holes �— Provide at least 3"of larger than ltx" clearance from other holes. round in cantilevers. 1 Minimum distance from support, listed in table below, is required for all holes greater than 1'/2" 's • Select a table row based on joist depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 61/2 7 8 8% 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 - - - - - - - - appropriate round hole diameter or rectangular hole side. Use 8 2'-0" 2'-5" 2'-11" 3'-5" i 3'-10" 4'-0" the longest side of a rectangular I hole. The table value is the Any San closest that the centerline of the 9'/ ] 12 3'-0" 3'-8" 4-5' 5 1 5'-10" 6'-0" hole may be to the centerline of Joist ft • I. -- the nearest support. 16 '' 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" 3 •• • The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8',4 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - - - conditions. • For multiple holes,the amount 8 1'-0" 1-5" 1-10" 2'-3" i 2'-8" 2'-11" 3'-1" 3'-6" 3'-11" of uncut web between holes must equal at least twice the �_.. i diameter(or longest side)of the Any ` Span i 12 ' 1 5" 2'-1" 2.-9" . 3'-5" 4'-0" 4'-4" 4'-8" 5-4 5'-11" largest hole. 11%" Joist [ft] I 1 • 1%' round knockouts in the web 1 16 1'-11' 2'-10" 3'-8" 4'-6" 5'-5" 5'-10" 6-3" 7.-1" 7'-10" I I may be removed by using a [ 1 i I ( ; short piece of metal pipe and 20 2'-5" Ili 3'-6" 14 7" 5-8" 6'-9" 7'-3" 7'-10" 8'-11" 9'-10" hammer. • Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 cally anywhere in the web. The joist may be set with the 1'1/4" Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 - - knockout holes turned either up or down. 8 1'-0" 1'-1" 1'-2" 1'-4" 1'-8" 1'-11" 2'-1' 2-6' 2'-10' 2'-11 3'-4" 3-9" ! • This table was designed to apply to the design conditions covered by tables elsewhere 12 1'-0" I-1" 1'-4" 2'-0" 2'-7" 2'-11" 3'-2" 3-10' 4'-4" 4'-5" : 5'-0" 5'-7" in this publication. Use the . . Any BC CALC®software to check 14" ; Sptan 16 1'-0 " : 1'-1" 1-10" 2'-8" ' 3'-5 :3'-10" 4'-3" 5'-1 5'-9" 5'-11" 6'-8" 7'-6" other hole sizes or holes under Joist '; [ft] , _ _ • ...._. other design conditions. It may 120 1'-0" 1'-3" 1 2.-4" 3'-4" 4'-4 4-10 5-4" 6'-4" 7'-3" 7'-4" . 8'-5" 9'-5" be possible to exceed the limits- , l tions of this table by analyzing a specific application with the 1 24 1-0" 1-7" E 2'-9" 4'-0" i 5-2 5'-10' 6'-5" 7.-8" 8'-8" 18'-10 10'-1"11I-3"' BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1' 0" 1' 1" 1, 2" 1' 2" 1' 4" 1' 8" 1' 11" 2' 6" 3' 0" 3' 1" 3' 8" 4'-3" 4'-10"' 5'-5" Any 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'_5" 7'-2" Joist [ft] 20 1,-0" 1'_1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5-1" 5'-2" 6'-2" 7'-1" 8'-1" 9'-0" 24 1,-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5-1" 6'-1" 6'-3" 7'-4" € 8'-6" 9'-8" 10'-10" I Boise Cascade E1<e?•ALL JOIST"Installation Guide•08/19/2013 AJS®190 Joist Depth AJS®140 Joist Depth [in] [in] ; . a) 16 14" 11%" 9%" Joist Series 16" 1 14" 11'/i' 9%" Joist Series A W W W W W N N N,A W W CO W W N N N A W W W.W LO N N N A co co co CO co N)N N Roof Truss A W W co W W N N r .A W W W W W N N N i A W W u s W N N N A W W W W(43 N N N Roof Truss 0 CO 0 A N 0 CO 0)4,10 03 0)A N 0 CO 0)A 0 CO 0 A N)O CO O) A'0 CO 0) A N 0 CO O A Span[f[j_, 0 CO 0>A N) 0 O 0 4,10 CO O)A N 0 CO 0)A.O CO 0) A N 0 O)0 4, 0 CO 0>A N 0 CO m A Span[fJf[ 000000000000000000000000000000 8 0:0 0 0 0 0 0.OsQ 00000000000000000000000000 8 + 0..0 0 0 0 0 0 0.0[O.O'O 0 0.O 0 0 0 0 0 0 0 0 0:O 0 0 N> >>:O 0 0 O:O O 0..0 0 0 0 0 0 0;0 0 0 0 0 0 0 0 010 0.O O'O O:O o O X X> >:..0 0 0 0 0 50 N ,. e N N n 1E *0 0 0 0€; *O 0 0 0 0 > >»<c) CD O O X X X X N N -+ > > N C C 0 0 0 O O O'S$S 0 0 0 0 0 OIX>»O 0 0 O O X X X X X X X> N co Cr)cn co(n [Ch(n 0 w cn A _( (n. N(n aS(n >....._.. ._._.O o. o� o' o /1:1 O O O O o 0 0 0 010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N > > 0 0 O O m µ _, 0 0 0 O 0 O 0 O O O O O O O o 0 0 010 O O O O O O O O X X > > O O O O m » j/��'\\ n C o — CD g G.**0000C,0_� G o 0 0 0 O O > >>:0 0 0 0 0 0 X X X N N N »O N N - **.0 0 0 0 0 0 0*0 0 0 0 0 0 0 0;> > > 0 0 0 0 0 0 X X X X X X> >O W ‘,.,4" —r VV))<<<C GG CC << VVVVVV)))))) CC << CC ..._-.- O C C CC C< CC CC CC e N- O �_ >:G<<<G <O€> > >> .0 O x x x X N'-+.> > G X':x X X.X X X X:N N d -+ C<< G. X c)!>< '11' a = cn to cn(n cn to to [n N cn co co A^ u)(n to(n cn[n cn' cn cn cn A 2 *.�0 0 0 0 0:o N 0 0 0 0 0 0 0 > > > 0 0 0 O 0 0 X.X X N N > » O O — 0 0 0 0 0 0 0 0 O`;O 0 0 0 0 0 0 0 CD:> > > O O O O O..O X X X X X X> -'o 8 . . _ 5 y<$s 5 5 0 0 0 > >> �'o o X X N >> > > 0 o X X X X XX X N N g S S 4 g 0 0 0 01-+ -` > o'0 0 oIX X X X> > > 0 o X X X X X X X X X x c�c� nu�Jic� urn a N nnnv i N u (O (n (O O> <<< r CD X>> > > G G X X X X -' -` -''� X X X X X X X N >'X X X X X X X xx N X X> > > =x x x x x> > 'x x x xx xxxx x xx x x x x x x N ni (n u) (1) rn A (n (n co' ` A AJS 25 Joist Depth AJS®150 1 Joist Depth _.._.___..._...___._...._ [in] I [in] '.':O 16" 14" 11% • Reinforced Load Bearing Cantilever Detail msIINIIIIIIIIIIIIIIIP PLYWOOD/OSB REINFORCEMENT • '-` (If Required per Table on page 9) min.plywood/OSB or _\ _ • 23 rimboard closure.Nail with AiS Joist ♦ s • /32"Min. x 48"long plywood/OSB /blocking 8d nail into each flange. rated sheathing must match the full / required for depth of the AJS` Joist. Nail to the _iiiii�Iloilo cantilever Roof Span -•— 2�-6„ AJS"Joist with 8d nails at 6"o.c. �, and nail with 4-8d nails into backer Structural Panel �\ block.When reinforcing both sides, reinforcement �\ stagger nails to limit splitting. Install l � � '���i with horizontal face grain. ♦�i`\ . 2'-0° • These requirements assume a r I I I 100 PLF wall load and apply to AJSx l� �\✓ Joists.Additional support may be II` '' y • The tables and details on pages 9 and 10 indicate the required for other loadings. See \0 type ofreinforcements. thatare required load- BC CALC software. 2'-0" �1\II�° if any. id for qII \ Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWP ` Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2'-0" ✓ However,longer cantilevers with lower loads requirements on AJS'"Joist depths may be allowable without reinforcement.Analyze greater than 16". ®i Uplift on back span shall be specific applications with the BC CALC"software. considered in all cantilever designs Brick Ledge Load Bearing Cantilever r. Brick Ledge With Blocking Panels frp Brick Ledge Without Blocking Panels I ',Load bearing wall. 12"min.length of 23/32" IiIplywood/OSB reinforce- • BOISE CASCADE ment nailed to top and m Provide full Rimboard. bottom flanges. depth blocking *op, p Brick �/1*; �-= between joists. w L /� �`� ♦ \✓ 5 mai`"in II 0 %pi/�i 31/2"min. �/ I �0 Edge of hole shall be a 0 O 2x10 sill plate for 2x6 wall, min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. 13.E T3. Load bearing wall. Notes: Notes: 1.Use'/3:"min plywood/OSB rated (8d)nails at 3"on center except 9'/" 1.Use 23/:"min plywood/OSB rated (8d)nails at 3"on center except 9'A" sheathing.Install full depth of joist joists,install nails at 2/"on center. sheathing.Install full depth of joist joists,install nails at 2'/"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with TA" of 3"from end of blocking panel. and bottom joist flanges with 2'/" Roof Roof Live Load(psf) Joist Truss 20 psf 30 psf 40 psf 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 91/2' 30' o 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 x 0 x X 0 1 x 1 2 X 36' o x x o x x 1 x x 1 x x overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 26' o 0 0 0 0 0 0 0 0 0 0 1 28' o 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11'/8' 30' o o 0 0 0 0 0 0 1 0 1 1 exceed maximum floor spans shown on 32' o 0 0 0 0 0 0 0 1 0 1 1 page 3. 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' o o 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' ' 0 0 0 0 0 0 0 0 0 0 0 0— 0 = No Reinforcement Required 26' o 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 0 0 1 14" 30' o 0 0 0 0 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' o o . 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 0 0 0 0 1 0 1 X Boise Cascade EWP•ALLJOIS T"installation Guide•08119/2013 Non-Lead Burin Wall Cantilever Details AJS°Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 10d nails at s"on center.Clinch all nails. Wood backer block AJS°Joist blocking See page 6 ofALUOlST II 2x Closure Wood Structural Specrner Guide 2x8 minimum A15`Joist Panel Closure blocking - Section Drywall Ceiling orII View _Minimum 134 Times II Back Span i Maximum Wood Structural r P . ., Panel Soffit Cantilever Length 1/s Back Span Back Span Maximum Not to exceed 4'-0" 31/2"min._. _ .. bearing V.Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC®software. Large Rectangular Holes in AJS® Joists Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size See Max Hole Sue on hole r Chart for Joist Depth PI Multiple See Max Hole Size on � Joist Simple Multi e Q hole hole 'h Joist Span i / -Minimum2xdiameter/ Depth Span Span .-1joist�..I chart for Joist Depth sh Joist�I width of lergat hole an a6y.�Q, , 9W 6"x 12" 6"x 7" S p Span 11%" 8"x13" 8"x8 •...•: ... Simple Span Joist 6'41'Min 9"x 16" 8"x 13" —Multiple Span Joist 1.2'-O'Min Multiple Span Joist 1.2L0'Mln-- 14" Notes: 10"x 14" 9"x 11" -.•.. Additional holes may be cut in the web provided they meet 11"x 16" 10"x 14" Larger holes may be possible for either Single or the specifications as shown in the hole distance chart shown 16" Multiple span joists; use BC CALC®sizing software above or as allowed using BC CALC®sizing software. 12"x 15" 11"x 12" for specific analysis. Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers CD on Steel Beam ® CD • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements Attachment of of hangers and connectors. nailer per design 11 professional of �� r_ I; record. Alb. "4. 110, �'4* ill IF "Face Mount" ♦ Backer block shall Backer block shall 0040, Backer block "d be tight to bottom be tight to bottom ri optional. of top flange with of top flange with 1/4"to 2"gap at top 1/4"to 2"gap at top Steel beam, of bottom flange. of bottom flange. Boise Cascade EW''FP•ALLJOISr Installation Guide-08/29/2013 °. BOISE CASCADE® Rimboard k , • BOISE CASCADE° Rimboard Product Profiles I A I, ji i 91/2" 1117/8" r 14" : I 16" I; 1", 11/8" 1" 15/i6" 13/4" BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.41800* 2.0 3100* *18—24 inch deep rimboard are special order products. contact local supplier or Boise Cascade representative for product availability. PerpendicularalParallel 425 See chart for vertical load capacity. See chart for vertical load capacity. w dia through bolts (ASTM A307 Grades A&B, ,---'-r SAE J429 Grades 1 or 2. fill; or higher)with washers 111111r: �, i and nuts o ap dia lag li�11screws(tull penpetrr on) j Exterior ♦ I `wood sheathing 300 lb ca aci for1 s"&thicker rim.\��/ / 3 ri Ih capacite fer 41/ 1"rim.per fastenerf b \Y rr T.'eztec ,i8c. - • �.. \� • ••-t u Use only fastene,' 1:.%%...............,....t"-- 41 ?t y .•hat ar8 approt�C"use with cor;espondiwood treatmentBOISE CASCADE`-Rimboard � O S II Design of moisture control Min. 8d nails at 6"o.c.per IRC. II 1 by others(only structural I' I components shown above) Connection per design professional of Min. 8d nails at 6"o.c.per IRC. For information regarding record's specification for shear transfer. Connection per design professional of g the 200900ton of section 02.2 to interior floor systems per IRC.section 502.2.2.3. record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE® Rimboard Properties Vertical Load Capacity Allowable Design Values Specific Product Uniform[plf] Point[Ib] Gravity 18"& 22"& 18"& 22"& for I Modulus I Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear I to Grain &Less &Less &Less &Less &Less &Less [Iblft] Design [Ib/ins] j [Ib/int] [Iblini] I [Ib/int] 1"BOISE CASCADE® RIMBOARD rn&� 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB 14 1W BOISE CASCADES 4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB In Permitted per building code for 15/16" all 5450 4450 4450 all nominal 2'thickframin blocked 0.5 1800 1,400,000 225 525 VERSA-LAM"1.4 1800''' and unblocked diaphragms (4'nail spacing&greater) I Permitted per building code for 1g� „I 5700 4300 — 4300 3900 — all nominal 7thickframingblocked 0.5 2800 2,000,000 285 750 VERSA-LAM 2.0 3100 and unblocked diaphragms (4"nail spacing&greater) i Closest Allowable Nail Spacing-Narrow Face[in] Notes 10d,12d 1. Per ICC ESR-1040. Product 8d 8d 10d&12d I 16d Common& 16d 2. See Performance Rated Rim Boards, Box Common Box Box 16d Sinker I Common APA EWS#W345K for further product 1"BOISE CASCADE® 3 3 information. RIMBOARD 0 1"or 1W BOISE CASCADES 3. Not all products and depths may be RIMBOARD OSB 03 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15/16 VERSA-LAW 1.41800"I 3 3 3 I 3 4 I 6 10/4"VERSA-LAM®2.0 3100 t'1 2 I 3 3 3 4 6 Boise Cascade Ei Vv'P•ALLJOIST'Installation Guide•08/19/2013 AJS° Design Properties 13` • End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment =Shear I 11% Bearing ` 3%"Bearing 31/2'Bearing 5% Bearing Joist Depth Weight M� El x 106 K x 106 V� Series [inches] [plf] [ft-lbs] [lb-int] [lbs] [lbs] No WS) WS(2) No WS1 WS(2) No WS") WS(2) No WS(1): WSI21 9% 2.2 2450 182 5.2 1160 i 950 1240 1175 1480 2350 2450 j 2350 2450 AJS® 11% 2.5 3175 310 6.6 1490 955 1335 1215 1595 2390 i 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS' 11% 2.5 3650 331 6.6 1490 I 955 1335 1215 1595 2390 2800 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 [ 1250 1700 2430 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.5 3395 232 5.2 1160 950 1240 ° 1175 1480 23502450 2350 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 _ 2800 ' 2390 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 g 1285 1800 2465 3435 2465 3435 9% 2.5 3895 244 5.2 1160 F 950 1240 1175 1480 2350 , 2450 2350 2450 AJS® 11'/8 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 , 2800 2390 2800 190 143.0 6070 608 7.8 1790 960 1420 1250 1700 2430 ! 3130 2430 3130 16....... 3.3 7040 827 9.0 2065 970 1500 1285 1800 2465 ", 3435 2465 3435 9% 3.1 5370 322 5.3 1160 " 950 1240 : 1175 1480 2600 2850 2600 - 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 : 1215 1595 2690 3190 2690 3190 25 14 3.7 8380 798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 16 3.9 9720 1082 9.1 2065 '; 970 1500 1285 1800 2850 3800 ' 2850- 3800 NOTES. (1) No web stiffeners required. = 5W]4 + w'2 (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in) and may be adjusted for other load durations. w = uniform load [lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). I = clear span [in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values • • • • Allowable Allowable Moment Allowable Allowable Moment Width I Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [in] i [in] [Ib/ft] [Ib] [ft-lb] [in4] Grade [in] [in] [Ib/ft] [Ib] [ft-lb] pre] a E Lo 3% 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 I co' 1% 5% 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 >"' . I 7'/, 3.2 2066 3069 47.6 1 _. � 7/, 11.0 7232 12566 166.7 3% 1.8 1164 1058 6.3 9% 14.1 9227 19908 346.3 5% 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 9'/2 14.5 9476 20937 375.1 11% 17.1 11222 28814 622.9 9'/. 4.7 33076 6636 115.4 5% 9% 4.8 3159 6979 ( 125.0 11% 18.1 11845 31913 732.6 1% 11% 5.7 3741 9605 207.6 0 14 21.3 13965 43552 1200.5 o 11% 6.0 3948 10638 244.2 c�_ 16 24.4 15960 56046 1792.0 M 14 7.1 4655 14517 400.2 N 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 1 20 30.4 19950 85428 3500.0 N 18 9.1 5985 23337 t ____ Q 24 12.2 7980 40183 2016.0 24 36.5 23940 120549 6048.0 Q J 5% 5.6 3658 4971 48.5 9% 16.6 12303 26544 461.7 (r) 7% 7.4 4821 8377 111.1 Li) 9'/z 17.1 12635 27916 500.1 w 9/, ' 9.4 6151 13272 230.8 11%9.620.2 14963 38419 830.6 9'% ._ 6318 13958 2501 11% • 21.4 1571.57_94 42550 976.8 11% 11.4 7481 19210 415.3 3% • 11% 12.1 7897 21275 1 7 14 25.2 18620 58069 1600.7 488.4 16 28.8 j 21280 ' 74728 2389.3 14 14.2 9310 29035 800.3 16 16.2 10640 373641194.7 18 32.4 23940 ( 93348 3402.0 18 18.3 11970 46674 + 1701.0 20 i 36.0 26600 1 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 { 31920 ; 160732 8064.0 Boise Cascade E VIP•AU jOIST'installation Guide•0812912013 igp.. VERSA-LAM® Design Properties y Equivalent • Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener • • Elasticity Bending I Shear1 Grain Parallel to Grain Grain Design ' • E(x 108 psi)rn Flo(psi)121t31 ' F (psi)i21t4f Ft(psi)(2x5) Fol(psi)i21 Fcl(psi)o)(6) (SG) Design Property Grade VERSA-LAM'Beams I 2.0 3100 2.0 3100 ' 285 2150 1 3000 750 0.5 • VERSA-LAW Studs 1.7 2650 1.7 2650 i 2851 1650 3000 750 0.5 1 i VERSA-LAM' Columns I 1.8 2750 1.8 2750 1 285 1 1825 I 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)1°where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)'°where d=member 6. Stress applied parallel to the gluelines. depth[in]. • Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications Designing Connections for Maximum Uniform Side Load[plf] Nailed ' '1,"Dia.Through Bok') 'A"Dia.Through Bolt" Multiple VERSA-LAW' Members Number 2 rows 16d 3 rows 16d 2 rows @2 rows© I 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24"o c. I 12"o.c. @ 6"o.c. 24"o.c. 12"o.c. @ 6"o.c. When using multiple ply VERSA-LAM"beams to create a wider Members 12"o c. 12"o.c. staggered I staggered]staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAM®(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 I 470 I 705 1 505 1010 1 2020 1 560 1120 1 2245 the inside plies do not support their share of the load and thus the 3i2i350 I 525 I 375 755 1515 420 I 840 1685 load-carrying capacity of the full member decreases significantly. The 40' I use bolt schedule 335 670 1345 i 370 745 1495 following is an example of how to size and connect a multiple-ply 3%'VERSA-LAM* VERSA-LAM"floor beam. 2s' I use bolt schedule 1 855 i 1715 i N/A 1 1125 2250 . N/A Given Beam shown below is supporting residential floor load 1%"VERSA-LAME(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16-0". Sinkers Nailed Sinkers 24"o.c.8 Dia. o.c.6"Bohm o.c.4" 24"o.c.8 Dia.18"o.c.6"Bolt"10 c 4 Beam depth is limited to 14". Number Throughni sThrough of 3 rows 16d 4 rows 16d j 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ „,..4-- . Hangers not shown Members @ @ ` -...,i...,... . for clarity 12"o.c. 12"o.c. ) sta75ered staggered0staggered staggered8staggered staggered ..4., \ 1.4'; •-.„.� 2 705 940 755 1010 1515 840 1120 1685 3(0 525 705 565 j 755 1135 630 I 840 j 1260 III���� \` 41s) use bolt schedule 505 1 670 1010 I 560 745 1 1120 '--,„ \• 1. Design values apply to common bolts that conform to ANSI/ h"bolts and 2W for N"bolts. Bolt holes shall be the same \�� �.. ASME standard 818.21-1981(ASTM A307 Grades ABB, diameter as the bolt. SAE.1429 Grades 1 or 2.or higher).A washer not less than a 2.The nail schedules shown apply to both sides of a 3-member "\�'- standard cut washer shall be between the wood and the bolt beam. �` head and between the wood and the nut.The distance from 3. T wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for pesser side shall be no less than 25%of opposite side). Find: A multiple 1%"ply VERSA-LAM'that is adequate to support the design loads and the member's proper connection schedule. Top-Loaded A e e lications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'/2+18'/2=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC°to Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 plf size beam. - (2)1'/."plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 pff A Triple VERSA-LAW 2.0 3100 1%"x 14"is found to _____._ adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 plf 3. Calculate the maximum plf load from one side Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 300 pff (the right side in this case). (3)1%"plies a' Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 pff Max.Side Load=(18'/2)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pff 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 112"bolts @ 24"o.c.,staggered 335 pff Applications. 1' "VERSA-LAW,3 members (4)1%"plies PP /. Depth =24" 3 rows 112"bolts @ 24"o.c.,staggered every 8" 505 pff _ 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24"on.,staggered 855 pff the max.side load: (2)3'h"plies ---- Depth 20"-24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 1285 plf Nailed:3 rows 16d sinkers C 12"o.c. 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAM`. 525 pff is greater than 450 pff OK 2.All values in these tables may be increased by 15%for snow-load 5.Connection values are based upon the 2005 NDS. Bolts:'A"diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6. FastenMaster TrussLok,Simpson Strong-Tie SDS,and 755 plf is greater than 450 pff OK code allows. USP WS screws may also be used to connect multiple 3 Use allowable load tables or BC CALC°software to size beams. member VERSA-LAM'beams,contact Boise Cascade EWP 4 An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EWP•ALLJOIST';Installation Guide•08/19/2013 VERSA-LAM® Beam Details/Allowable Nailing Hol 15 VERSA-LAM® Beam Details i Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide • Strap per code If top plate Is moisture barrier and ll not continuous over header. Verify hanger 'h"air capacity with lateral restraint space \` at bearing. �/ hanger required \ manufact '® 11%�� between Ourer ` VERSA LA concrete column and wood. `' Column connector r�. `Iiiiri per design � 11 ,�� professional g 11i■ CD Trimmers :/t{L! of record Slope seat cut Bevel cut I Beam to concrete/masonry walls ,_Bearing framing into wall i Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut. ' Hanger top plate is not Not to exceed ,� , tl. - Continuous inside fae + II f ` 1011111 of bearing. �� DO NOT bevel cut q III beyond thout app Inside face fro of walVERSA-LAW �'i/if 14, Blocking not Boise Cascade EWP Engineering Moisture barrier between t• II shown for clarity. 43or BC CALC®software anal is. 't concrete and wood t ys VERSA-LAM'Installation Notes • Minimum of'A"air space between beam and wall pocket or adequate barrier must be • VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry, as possible during construction. • Adequate bearing shall be provided. If not shown on plans,please refer to load tables in • Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM & VERSA-RIM''' Products (Narrow Face) 'J • Nailing • „ Perpendicular Nailing Parallel to Glue Lines{Narrow Facey” to Glue Lines (Wide Face) ;. Nail Size VERSA-LAW 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® . 15/,6" 1%" 3%"&Wider All Products O.C. End O.C. End 0.C. I End O.C. End b,` [inches] [inches] [inches] [inches] [inches] I [inches] [inches] [inches] • 8d Box 3 1% 2 1 2 . Y 2 Yz • 8d Common 3 2 i 3 2 2 i 1 2 1 10d&12d Box 3 z 3 2 2 1 2 1 Nailing Perpendicular to Glue LinesWide Face) 16d Box 3 2 i 3 2 2 1 2 1 ( 10d&12d Common 4 3 4 3 2 2 2 2 NailingNotes 16d Sinker 4 3 4 3 2 2 2 2 1) For 1"/."thickness and greater,2 rows of nails(such as for a metal strap)are 16d Common 6 4 6 3 i 2 2 2 2 allowed(use x"minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/VERSA-RIM®. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM® Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw , J3 Depth anywhere within the shaded area of the beam. 0 , — 3.The horizontal distance between adjacent holes must be 0 _'J3 Depth at least two times the size of the larger hole. j ,1/3 Depth 4.Do not drill more than three access holes in any four foot S 1 1,.....1 long section of beam. ►j ;.. Pi 5.The maximum round hole diameter permitted is: '/9 Span =/3 Span End Bearing Intermediate Bearing Beam Depth Max Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 51/2" 3/4" governed by the provisions of the National Design Specification®for —- Wood Construction. 7'/4" 1" 7. Beams deflect under load. Size holes to provide clearance where 9'/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EWP Engineering. Eloise Cascade BAP•ALI..JOIST'Installation Guide•08/29/2013 • Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® from the weather. •t4414, r r al IMO 1 t, ■ s,r NO, �. o ,. ifs ; I . • f Nib ? Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. , A Joist VERSA-LAM VERSA-LAM IR r � 1111 /, j' .l j, 1. i �Keep at least 31/2 off the ground, more in wetter • , — , �"` areas.Align stickers one above another and _®-- space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. r= This damage can be prevented ',,d,t?,,,, Leave AJS®Joists banded together until ready Fork radius causes 'A"thick spacer on by making sure that all joists are first two joists to rise face of forks reduces sitting the flat portion of the to install. i"above fork. lift to%" (A"thick g on es acer virtually forks.This can be accomplished minates lift) by making sure that the forks are re wg ril re not fully extended into the unit I ilio A spacer may be required on the front face of the forks in order to assure that the joists sit on the flat portion of the forks and do not come in contact with the 1 i r� radius area of the forks.This pro- cedure will equalize the pressure um Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCI E Joists,VERSA-LAME and ALLJOISTE must be stored, installed and used in accordance with the rg"? Boise Cascade EWP Installation Guide,building codes,and to the extent not inconsistent with the Boise —437 Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA-LAMs', If in[ doubt ask! For the ALLJOIST',and BCI Joists must be wrapped,covered:and stored off of the ground on stickers at all closest Boise Cascade times prior to installation. VERSA-LAM''',ALLJOISTEand BCE'Joists are intended only for applications ' EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure 1-800-232-0788 to correctly store,use or install VERSA-LAME,ALLJOIST'a,and BCI'e Joist in accordance with the Boise ' Cascade EWP Installation Guide will void the limited warranty. BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY,Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products, the ALLJOIST Specifier Guide Canada for use in Canada, including sales terms and conditions, Limit States Design. warranties and disclaimers, I Your Dealer is: visit our website at www.BCewp.com I 0 Boise Cascade Engineered Wood Products Great products are only the beginning: Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 LL;LL LLl!-11!-Jm F05 EM iff LLII �Il LL�II �I��I� X11 SII LLI� ALL EXTERIOR 1ST FLOOR WALLS AND ANY RITERIOR OR 2ND FLOOR WALLS THAT ALIGN WITH THEM HAVE BEEN HELD IN 1/2" USE SIMPSON HTU26 FOR TYPICAL SINGLE PLY TRUSS CONNECTIONS UNLESS NOTED OTHERWISE T02, T03, T13, T31, T45 = SIMPSON HHUS26-2 T16, T22 = SIMPSON HGUS28-2 F06B = SIMPSON LUS46 F01 (TO TF02), F02, F03 = THA426 F01 (TO TF03) = SIMPSON HHUS48 T04, T06, T07 = TOENAIL S06P DRAWING / SUBMITTAL REVIEW APPROVE D 0 APPROVE WITH CHANGES NOTED 0 REV:SE ANO RESt!6gn17 O RE!ECTED SUB%I TIAL VJA5 RFVIFWED FOR DESIGN CONFORMITYAND GENFf AL — Nl r ;<Y,;NCE TO CONTRACT DOCUMENTS ONLY ''-'E ',.i6 :NTRACTOR IS RESPONSIBLE FOR CONF,Rt;1,,N1- "N. JR RELATING DIMENSIONS AT JOBSITE FOR T^. , RA�cl EARANCE, QUANTITIES, FABRICATION PROCE S� t S n%l: TECHNIQUES OF CONSTRUCTION, COOS<,-;COF HIS WORK WITH OTHER TRADES AND FULL COMFUANCE WITH CONTRACTDOCUMENTS. By: ' (,(-7/� Date: 2 - 3-1 q Sabo Structural Engineering, LLC Jadmonvile Beach, FL 32250 MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYERHAUSER PRODUCT #'S 1630.2-1630.10, BOISE LVL: FL1644-114 HATCH LEGEND 0 8' 8-1/8" 10' 1-1/8" 20' 11" General Notes: - Per ANSI/TPP 1-2002 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Truss Manufacturer. - Use Manufacturer's specifications for all hanger connections unless noted otherwise. Trusses are to be 24"..r. U.N.O. All hangers are to be Simpson or equivalent U.N.O. Use 10d x 1 1/2" Nails in hanger connections to single ply girder trusses Trusses are not designed to support brick. U.N.O. Dimensions are Feet -Inches- Sixteenths Notes: No back charges will be accepted by Builders FirstSource unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that comes in contact with truss plates O.e. scabbed on tails) must have an approved barrier applied first. Refer to BCSI-BI Summary Sheet'Guide for handling,. Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required, it will be supplied at no extra cost. by Builders PirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops, can lights, ect..., so the trusses do not interfere with these type of items. All common framed roof or floor systems must be designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created by an engineer, but rather by the Builders FirstSource staff and is solely to be used as an installation guide and does not require a seal. Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so, trusses may not be designed symmetrically. Please refer to the individual truss drawings and truss placement plans for proper orientation and placement. OSPAMr t ul 011 F rstSdou r c e Freeport PHONE: 850-835.4541 FAX: 850-835-4532 Jacksonville PHONE: 904-772-6100 FAX: 904-772-1973 Tampa PHONE: 813-621.9831 FAX: 813-628-8956 TIMBERLINE CONSTRUCTION 1 1721 ATLANTIC BEACH DR. CUSTOM —6/13/19 �� rGP I n 1776822 Ftom am x. FrT'�T�# 1812606 ( 1776822 4 w 0 0 1 9-02-00 16-05-00 iff F05 1 14-05-06 `6 ALL EXTERIOR 1ST FLOOR WALLS AND ANY INTERIOR OR 2ND FLOOR WALLS THAT ALIGN WITH THEM HAVE BEEN HELD IN 1/2" USE SIMPSON HTU26 FOR TYPICAL SINGLE PLY TRUSS CONNECTIONS UNLESS NOTED OTHERWISE T02, T03, T13, T31, T45 =. SIMPSON HHUS26-2 T16, T22 = SIMPSON HGUS28-2 F06B = SIMPSON LUS46 F01 (TO TF02), F02, F03 = THA426 F01 (TO TF03) = SIMPSON HHUS48 T04, T06, T07 = TOENAIL OV"r uRAWWNG / SUBMITTAL REVIEV [ffAPPROVED ❑ APPROVE WITH CHANGES NOTED REVISE AND RESUBMIT O REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERTCONTRACTIS �FONLY.HE SUBCONTRACTOR ONLE OR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE. CLEARANCE. QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, FULL COMPLION OF IANCE WITH ONTRWORK ACT�UQ� TRADES AND By: `' � Date: �%" �''� / Sabo Structural Engineering, LLC Jacksonville Beach, FL 32250 MITEK PLATE APPRC VAL #'S 2197.2-2197.4, WEYERHAUSER PRODUCT #'S 1630.2-1630.10, BOISE LVL: FL1644-114 HATCH LEGEND 818-1/81, 10'1-1/8" �j 20' 11" General Notes: - Per ANSI/1'PI 1.2002 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Truss Manufacturer. - Use Manufacturer's specifications for all hanger connections unless noted otherwise. Trusses are to be 24" o.c. U.N.O. All hangers are to be Simpson or equivalent U.N.O.- Use 10d x 1 1/2" Nails in hanger connections to single ply girder trusses. Trusses are not designed to support brick U.N.O. Dimensions are Feet: Inches- Sixteenths Notes No back charges will be accepted by Builders FirstSource unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that mines in contact with truss plates(i.e. scabbed on tails) must have an approved barrier applied first. Refer to BCSI-BI Summary Sheet -Guide for handling, Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required, it will be supplied at no extra cost. b_v- Builders FimtSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops, can lights, set..., so the trusses do not interfere with these type of items. All common framed roof or flour systems must be designed as to NOT impose any loads en the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created byan engineer, but rather by the Builders FirstSouree staff and is solely to be used as an installation guide and does not require a seal. Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so, trusses may not be designed symmetrically. Please refer to the individual truss drawings and truss placementt plans for proper orientation and placement. timaers FirstSource Freeport PHONE: 850-835-4541 FAX: 850-835.4532 Jacksonville PHONE: 904-772$100 FAX: 904.772-1973 Tampa PHONE: 813-621-9831 FAX: 813.628-896 TIMBERLINE CONSTRUCTION 1721 ATLANTIC BEACH DR. CUSTOM Devi. ,rewn Dy .dual Refc� 6/13/19 CTP 1776822 1812606 I 1 1776822 GENERAL NOTES ENGINEERING DESIGN c 4'-4" GENERAL NOTES (CONTINUED) RESPONSIBILITIES:' THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: STRUCTURAL COMPONENTS SUCH AS THE FOOTINGS, BEAMS, COLUMNS, POST, STUDS, SHEATHING, ETC TO FOUNDATIONS: SUPPORT CODE SPECIFIED LOADS. ITEMS NOT DESIGNED INCLUDE PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED AND TRUSS -TO -TRUSS CONNECTION. ITEMS NOT DESIGNED ALSO INCLUDE ARCHITECTURAL FEATURES SUCH AS EYE BROW ROOFS, CORNICES, NON-STRUCTURAL FRAMING, WATERPROOFING, MECHANICAL OR ELECTRICAL SYSTEM, FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES, FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF, A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE GENERAL NOTES: CONDITIONS, IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED, SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS, SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. C 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557, THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR SHALLOW FOUNDATIONS BEARING 12" BELOW GRADE, ALLOWABLE BEARING PRESSURE = 2,000 PSF OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION, OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL (1)A35 + (4)12d TOE NAILS OBSERVERS SHALL NOT INCLUDE INSPECTION Of THE ABOVE ITEMS. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION, FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE F SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER, 0 TI UNDA ON PLAN, IF FOOTING TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN _ FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. UNLESS OTHERWISE NOTED ON DRAWINGS," MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3 IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS, IN ALL CONTINUOUS FOOTINGS PROVIDE 4O.C. ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BINSTALLING CORNER BARS, THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK, FOR DIMENSIONS NOT SHOWN ON MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT, SPLICES IN REIN REINFORCING, FORCING, WHERE PERMITTED, SHALL B BE 4 48 BAR DIAMETERS TERS STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. PROVIDED, CONCRETE SLABS ON GRADE: WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0,6W. CONCRETE SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, SLABS SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION, DO 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. NOT SCALE DRAWINGS, COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL& MECHANICAL, ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE CONCRETE SLAB "CONTROL JOINTS" SHALL BE CUT INTO THE SLABS AT A DEPTH OF �/ TIMES THE THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. AX MAXIMUM SPACING OF CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION, CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND „ INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 15'-0" (MAX.) IN EACH DIRECTION. LOCATION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE AREA CONTAINED IS 300 SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS FOR ITS EMPLOYEES, SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE OF 2 TO 1.. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS WRITTEN APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED, MASONRY SPECIFIC��;, MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05, GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 A DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM ROOF COVERING SPECIFICATIONS: „ C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8 TO 11' SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL 811111 DIN . FOOT PRINT SHOWING ENI] 7ANFR FLASHING AND VALLEY MATERIALS. SWAT I C:ALL WATERPROOFING: CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 04'-0" O,C, MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE GUARDRAILSOURSES, PROVIDE HORIZONTAL JOINT' REINFORCEMENT AT 16" O.C.,, VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON S1.0. UNLESS NOTED OTHERWISE, LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF GUARDRAILS EPDXY ANCHORS IN CONCRETE, WOOD FRAMING ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE SUPPLIED BY HILT] FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS -05, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC, SDPWS-05, SUPPLIED BY SIMPSON STRONGTIE COMPANY, POWER -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. MIN, EMBEDMENT PERP LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND SINGLE LENGTH PIECES, PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: SPLICES WILL NOT BE PERMITTED EXCEPT WHERE SPECIFICALLY SO DETAILED OR AS DIRECTED BY THE ENGINEER, "GANG -NAIL" PRE --ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NFPA, TPI, AND AITC 100. EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER THE TRUSS MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A STRUCTURAL ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW PRIOR TO FABRICATION, GRADES, PROVIDE ALL REQUIRED BLOCKING AND BRACING REQUIRED BY THE MANUFACTURER FOR CONSTRUCTION AND ERECTION IN ADDITION TO BLOCKING SHOWN ON THE STRUCTURAL DETAILS, MEMBERS OF A COMPLETED TRUSS ARE NEVER TO BE NOTCHED OR CUT. THE DESIGN SHALL ACCOUNT FOR ALL UNIFORM LOADS AND EQUIPMENT LOADS, UNLESS NOTED OTHERWISE, USE SPRUCE -PINE -FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX, MOISTURE CONTENT, AS FOLLOWS: SPRUCE PINE FIR #2 SPECIFICATIONS; Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, CONTACT THE STRUCTURAL ENGINEER FOR UNIFORM LOADING AND REQUIREMENTS IF REQUIRED, Fc=(PERP)=335 PSI, Fv=135 PSI, Ft=350 PSI, E-1100 KSI SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER, PRE-ENGINEERED WOOD TRUSSES SHALL BE BRACED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE'S "HANDLING, ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91' AND ' BUILDING COMPONENT SAFETY INFORMATION BOOKLET SCSI 1-03 AND RELATED SUMMARY SHEETS, ALL WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED (UON), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER, FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPACITY, FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS. FLOOR TRUSSES SHALL CONNECT TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS SPECIFIED BY TRUSS DESIGNER. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE, z METAL SiRAppN0 AND OONNIMM FASTEW METAL STRAPPNG AND COINiEM FASIEINIG METAL SIRAPPNG AND CININII '10R FASIOW MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL INDICATED HEREIN. SIMPSON USP FASTENERS SIMPSON USP FASTENERS SIMPSON USP CONNECTOR FL# CONNECTOR FL# CONNECTOR FLA CONNECTOR FL# CONNECTOR FASTENERS ANCHORAGE FL# CONNECTOR FL# TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS GREATER ON DRAWINGS, ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY A35 10446,1 MPA1 17244.23 12-0,1310'/2" LSTA12 10456.7 LSTW12 17244,8 6-0,148x3" EA END HTT5 11496,2 HTT5 17324.2 26-0.162x2'/2" °/ "0 ROD EPDXIED 8" MIN a SIMPSON STRONG -TIE" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. CS16 10852,2 RS150 17244,27 11-0.1480" EACH END MSTA24 10852,9 MSTA24 17244.18 9-0.1480" EA END LTT208 11496.3 LTT20B 17219.3 10-0.148x2/2" '/2"4" 11TEN HD BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH H2.5A 10456,3 RT7 17236,11 5-0.131x 2'/2" EA. END MTS12 10456.8 MTW12 17244.8 7-10dx1' 2" EA, END ABU44 10860.4 PAU44 17239.13 12-0,162x2/2 %"0 ROD EPDXIED 6" MIN VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT), - H8 10446.13 1 RTS 17236,11 5-0.131x 2'/2" EA. END ABU66 10860,4 PAU66 17239.13 12-0,162x2'/2" %"0 ROD EPDXIED 6" MIN HTS16 10456,6 HTW16 17244,8 8-0.148x1 EA. END TT2Z 1 44 ,1 TB- 1 .1 -8-747 x 2 S S l(,"X6" ITE HD OLATE NAILING: 1x3 TOE NAU7 TYPICAL HEADER NAILING V J - A qPI ICE lz WINDOW SIL SCHEDULE 0.131X3 TOE NAILS 2X6, 2x8 - (5) NAILS TYPICAL TCP PLATE NAILING: TYPICAL STUD NALNG: '-0" MIN. SPLICE LENGTH w/ 0.131x3" END NAILS: 2x10, 2x12 - (7) NAILS FASTEN ALL TOP PLATES 16) 0.131x3" NAILS EVENLY 9" LVL, 11" LVL - (7) NAILS TOGETHER w/ (3) ROWS ACED (2) 0 20, 1 14" LVL, 16" LVL - (9) NAILS OF .1310 0 12" O.C. STAGGERED. (3) 0 24 (4) 0 2x8. SYP#2 1 I SYP#2 DBL. HEADER, I I 4'-0"MIN „ ROUGH DROPPED HEAD M NRWM END OPENING OR SILL PATES FASTENER EACH END c 4'-4" (1)2x4 SPF 02 (4)12d TOE NAILS c 6'-4" (2)2x4 SRF 02 (5)12d TOE NAILS IC W-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS c 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS 60 MAX r TOP PLATE. I PER PLAN. i-_ 2x -BLOCKING ONLY -\ I I I I I I I HEADER P44 1 1 III 11 1111 1 I I 11 I I I I ARC2iED TRANSOM OPTION: H10A REQUIREDED IF SHEARWALL. 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131"x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING- WNDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN. AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & JACK STUDS, n d- a FOUNDATION SEE PLAN. WALL FRAMING AT WALL FRAMING AT PLATE CHANGE CONDITION RAISED HEADER CONDITION -rvplrAi wnnn wAi I PPAKAIN ]r BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR r RAISED HEADER 12 11/2TN CONDITION. MAX. MIN. SOLE PLATE ANCHOR: FROM SOLE WALL FRAMING Al SEE SCHEDULE PATE BREAK DROPPED HEADER CONDITION EXTEND SHEATHING VERT. TO TOP OF TRUSS AS SHOWN, SIMPSON PROVIDE 20 BLOCKING SDWC15600 AT HORIZONTAL JOINTS. SEE NOTE 1. HEEL 1'-O" 2x SPF BLOCKING RIPPED TO FIT WITH GAP SHOWN, SIMPSON H10A ROOF SHEATHING, SEE SPECIFICATIONS BELOW. PRE-ENGINEERED WOOD ROOF TRUSSES. 1* SHEATHING MAY SIMPSON_/ SIMPSON TERMINATE AT SDWC15600 SIMPSON H10A, INSTALL OVER SDWC15600TOP OF DBL. SEE NOTE 1. EXTERIOR WALL SHEATHING. SEE NOTE 1. TOP PLATE. L (H10A MAY BE INSTALLED ON „ TYPICAL CONNECTION INSIDE FAC E OF WALL WITH 5 < HEEL < 1 -0 HEEL < 5" SDWC, SEE NOTE 1) NOTES: I. TOP PLATE TO STUD SDWC15600 0 32" O.C. ONLY REQUIRED WHEN H10A STRAP IS INSTALLED ON INTERIOR FACE OF WALL ROOF TRUSS CONNECTION FULL HEIGHT ANCHOR SEE DI AAI CAD I MAnAAIQ QCC _ _-...- -- _ _ • •--_-- -- __-.. _ PER SCHEDULE MULTI STORY MULTISTORY SINGLE STORY MULTI STORY (NO WINDOWS' (STACKED WNDOWS) (UNSTACKED WINDOWS) TYPICAL WALL UPLIFT ANCHORAGE TYPICAL WALL FRAMING NOTES: 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/10d MASONRY CUT NAILS 0 48" O,C. MINIMUM, SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS INTERIOR BEARING WAC SEE PLAN FOR STUD SIZE AND O.C. SPACING. CONTINUOUS BLOCKING WITHIN FLOOR SYSTEM-, WHERE POST IS ABOVE. 2 -ROWS OF DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL ASCE 7-16 8d 0 6" FLOOR LOADING (Cd = 1,0) I TOP CHORD DEAD 10 PSF I i L---- I I - J SYP#2 DBL. SEE 3/S0.0, TOP PATE. BOTTOM CHORD DEAD 5 PSF BOTTOM CHORD LIVE 0 PSF LIVE LOAD DEFLECTION L/360 LIVE LOAD DEFLECTION L/240 TOTAL DEFLECTION L/240 (0,75" MAX) _ 11 - 50 DROPPED 51 - 100 +21.8 -23.9 +21.8 -26.6 GARAGE DOOR (1) CAR 8'x7' +22.9 -25.0 +22,9 -28.8 (2) CAR 16'x7' +21.8 -23.9 +21.8 -26.6 WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0,6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2, PLUS = PRESSURE AND MINUS = SUCTION, COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS -I'a-,i.- HEADER v FLORIDA BUILDING CODE ]-IJJL- FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS FT _____= END ZONE WIDTH 'd 6'-0' 811111 DIN . FOOT PRINT SHOWING ENI] 7ANFR FTG FOOTING ARCHED TRANSOM OPTION SEE RIGHT, VERTICAL HORIZ HORIZONTAL 0. C. - LVL LAMINATED VENEER LUMBER SYP#2 HEADER, PER PANS. 0 12" O.C. MONO MONOLITHIC PERP 'PERPENDICULAR WINDOW SILL SEE POUNDS PER SQUARE FOOT Q U < SCHEDULE FOR SILL W z TYPICAL SOLE �__j U � Q SIZE AND LJ.- OLATE NAILING: 1x3 TOE NAU7 V J CONNECTION EACH END. WINDOW SILL SEE SCHEDULE. (3) 0 2x4, (4) 0 24, 5 0 2x8. SOLE P AT#E.1 n d- a FOUNDATION SEE PLAN. WALL FRAMING AT WALL FRAMING AT PLATE CHANGE CONDITION RAISED HEADER CONDITION -rvplrAi wnnn wAi I PPAKAIN ]r BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR r RAISED HEADER 12 11/2TN CONDITION. MAX. MIN. SOLE PLATE ANCHOR: FROM SOLE WALL FRAMING Al SEE SCHEDULE PATE BREAK DROPPED HEADER CONDITION EXTEND SHEATHING VERT. TO TOP OF TRUSS AS SHOWN, SIMPSON PROVIDE 20 BLOCKING SDWC15600 AT HORIZONTAL JOINTS. SEE NOTE 1. HEEL 1'-O" 2x SPF BLOCKING RIPPED TO FIT WITH GAP SHOWN, SIMPSON H10A ROOF SHEATHING, SEE SPECIFICATIONS BELOW. PRE-ENGINEERED WOOD ROOF TRUSSES. 1* SHEATHING MAY SIMPSON_/ SIMPSON TERMINATE AT SDWC15600 SIMPSON H10A, INSTALL OVER SDWC15600TOP OF DBL. SEE NOTE 1. EXTERIOR WALL SHEATHING. SEE NOTE 1. TOP PLATE. L (H10A MAY BE INSTALLED ON „ TYPICAL CONNECTION INSIDE FAC E OF WALL WITH 5 < HEEL < 1 -0 HEEL < 5" SDWC, SEE NOTE 1) NOTES: I. TOP PLATE TO STUD SDWC15600 0 32" O.C. ONLY REQUIRED WHEN H10A STRAP IS INSTALLED ON INTERIOR FACE OF WALL ROOF TRUSS CONNECTION FULL HEIGHT ANCHOR SEE DI AAI CAD I MAnAAIQ QCC _ _-...- -- _ _ • •--_-- -- __-.. _ PER SCHEDULE MULTI STORY MULTISTORY SINGLE STORY MULTI STORY (NO WINDOWS' (STACKED WNDOWS) (UNSTACKED WINDOWS) TYPICAL WALL UPLIFT ANCHORAGE TYPICAL WALL FRAMING NOTES: 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/10d MASONRY CUT NAILS 0 48" O,C. MINIMUM, SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS INTERIOR BEARING WAC SEE PLAN FOR STUD SIZE AND O.C. SPACING. CONTINUOUS BLOCKING WITHIN FLOOR SYSTEM-, WHERE POST IS ABOVE. 2 -ROWS OF DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL ASCE 7-16 8d 0 6" FLOOR LOADING (Cd = 1,0) I TOP CHORD DEAD 10 PSF I i L---- I I - J SYP#2 DBL. SEE 3/S0.0, TOP PATE. BOTTOM CHORD DEAD 5 PSF BLOCKING AT PANEL JOINTS ROOF SHEATHING, SPECIFICATIONS. SEE 3/S0.0. 2-RgWS OF _ 8d 016" I I -_ ___-J L§SEE BRACING BY OTHER, FULL HEIGHT ANCHOR AT INTERIOR WALLS TYPICALLY )6" FULL HEIGHT THREADED RODS 0 6'-0" O.C. BLOCKING AT PANEL JOINTS 16d COMMONS 0 8" O.C. FLOOR SHEATHING, SEE SPECIFICATIONS. I I 1 SEE 9/SO.1. J BLOCKING AT PANEL JOINTS INTERIOR BEARING WALT: SEE SCHEDULE FOR STUD SIZE AND O.C. SPACING, WALL SHEATHING SEE DETAIL 9/SO,1 FOR SPLICING OPTIONS. 1 -ROW OF 8d 0 3" I I I 2 -ROWS OF 8d 0 6" J WALL SHEATHING SEE DETAIL 9/SO,1 FOR SPLICING OPTIONS, WALL SHEATHING TO SOLE 8d 0 3" SEE DETAILS SEE DETAILS RAISE N' FROM �ON S1,01 ON S1.01 BOTTOM OF SOLE PLAN AND FASTEN w/8d 0 -- ----1 �---- , 3" D.C. I L________J L_ -------_I L__ ---__J SINGLE STORY MULTY STORY TYP. WALL SECTIONS BUILDING CODE DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL ASCE 7-16 FLOOR AND ROOF DESIGN CRITERIA FLOOR LOADING (Cd = 1,0) ROOF LOADING (Cd = 1,25) TOP CHORD DEAD 10 PSF TOP CHORD DEAD 7 PSF (SHINGLES) TOP CHORD LIVE: BALCONIES 60 PSF ALL OTHER AREAS 40 PSF TOP CHORD LIVE 20 PSF BOTTOM CHORD DEAD 5 PSF BOTTOM CHORD LIVE: NO STORAGE 10 PSF LIMITED STORAGE 20 PSF STORAGE 30 PSF BOTTOM CHORD DEAD 5 PSF BOTTOM CHORD LIVE 0 PSF LIVE LOAD DEFLECTION L/360 LIVE LOAD DEFLECTION L/240 TOTAL DEFLECTION L/240 (0,75" MAX) TOTAL DEFLECTION L/180 WIND CRITERA WIND SPEED Vult 130 MPH WIND SPEED Vnom 101mph EXPOSURE CATEGORY C BUILDING ENCLOSURE CLASSIFICATION ENCLOSED RISK CATEGORY II BUILDING HEIGHT < 30' ROOF PITCH 6:12 WINDOW AND DOOR DP W PRESSURE EFFECTIVE NAND AREA WIND ZONE DESIGNATION (SQUARE FT) INTERIOR ZONE END ZONE 0 - 10 +25.6 -27.7 +25.6 -34.2 11 - 50 +22.9 ' -25.0 +22.9 -28.8 51 - 100 +21.8 -23.9 +21.8 -26.6 GARAGE DOOR (1) CAR 8'x7' +22.9 -25.0 +22,9 -28.8 (2) CAR 16'x7' +21.8 -23.9 +21.8 -26.6 WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0,6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2, PLUS = PRESSURE AND MINUS = SUCTION, COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS -I'a-,i.- THREADED ROD v FLORIDA BUILDING CODE ]-IJJL- TYPICAL FT FOOT END ZONE WIDTH 'd 6'-0' 811111 DIN . FOOT PRINT SHOWING ENI] 7ANFR FLOOR SHEATHING SCHEDULE FLOOR SHEATHING SPECIFICATION TYPICAL NAILING 23/32 T&G OSB OR PLYWOOD SHEATHING TETRA (GRIP ,113x2" 0 6" EDGE AND FIELD FLOOR SHEATHING NOTES: 1, FLOOR SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO THE SUPPORTS 2, PANEL EDGE BLOCKING IS NOT REQUIRED WALL SHEATHING SCHEDULE WALL SHEATHING SPECIFICATION I TYPICAL NAILING MIN. fa", 24/16, APA RATED OSB OR 0.1311.x2h" 0 6" O,C, EDGE, 12" O.C. FIELD. PLYWOOD STRUCTURAL 1 SHEATHING 0,131"x2X" 0 3" D.C. AT TOP AND BOT PLT WAW! SHEATHING NOTES: 1. SHEATHING MAY BE INSTALLED FOR FLEXIBLE OR BRITTLE FINISHES. 2, SHEATHING MUST EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER PLY OF DOUBLE TOP PLATE, 1 SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY, 4, PANEL EDGE BLOCKING IS REQUIRED AT PANEL JOINTS. THE BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END W/ (3) 10d TOE -NAILS. 5. AT SHEARWALLS, EDGE NAILING IS DECREASED TO 3" D.C., SEE PLAN FOR LOCATIONS RW C41f= ATI"IIAMl2 4WUCnl 11 c ROOF SHEATHING SPECIFICATION SHINGLE 318 24/16, APA RATED OSS 0,113X214" RING SHANK, 0 6" O.C. EDGE AND BEAM OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) METAL 6, APA RATED 30R 3P 0.113X2" RING SHANK, 0 6" O.C. 8d COMMON OSBYIWOOD SHEATHING EDGE AND 3" (SEE NOTE 1 BELOW) FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) TILE 19/32" 32/16, APA RATED OSB OR PLYWOOD SHEATHING 0,113X2%" RING SHANK, 0 6" O.C. EDGE AND FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 0.148" (SEE NOTE 1 BELOW) ih$l NOTE 1 -VERIFY WITH MANUFACTURER'S FLORIDA PRODUCT APPROVAL ## O flCE COPY Approved By Permit Desk 8=,,_,+ �-.pa tment -10 QZ �-jo° M 1.-L Lr) Lr) w LJNUQNo Q�zQLoCO UULOX I-Zo�0� (/� W N = U 07,01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W ABBREVIATIONS NAIL SIZE LEGEND BM BEAM NAIL LENGTH DIAMETER NAIL LENGTH DIAMETER 8d COMMON 27j" 0.131" 10d COMMON 3" 0.148" 8d RING SHANK 2%" 0,113" 10d RINa SHANK 3" 0.148" 10dxlh" ih$l 0.148" 12d COMMON 3Y" 0,148" 10d 3" 0,131" 116d COMMON 3h" 0,162" O flCE COPY Approved By Permit Desk 8=,,_,+ �-.pa tment -10 QZ �-jo° M 1.-L Lr) Lr) w LJNUQNo Q�zQLoCO UULOX I-Zo�0� (/� W N = U 07,01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W ABBREVIATIONS BM BEAM PSI POUNDS PER SQUARE INCH BOT BOTTOM PSL PARALLEL STRAND LUMBER CMU CONCRETE MASONRY UNIT PT PRESSURE TREATED DBL DOUBLE SF SQUARE FOOT EA EACH SPF SPRUCE PINE FUR EOR ENGINEER OF RECORD SYP SOUTHERN YELLOW PINE EQ EQUAL THRU THROUGH EXT EXTERIOR TR THREADED ROD FBC FLORIDA BUILDING CODE TYP TYPICAL FT FOOT LION UNLESS OTHERWISE NOTED FTG FOOTING VERT VERTICAL HORIZ HORIZONTAL 0. C. ION CENTER LVL LAMINATED VENEER LUMBER OSB ORIENTED STRAND BOARD MONO MONOLITHIC PERP 'PERPENDICULAR PSF POUNDS PER SQUARE FOOT O flCE COPY Approved By Permit Desk 8=,,_,+ �-.pa tment -10 QZ �-jo° M 1.-L Lr) Lr) w LJNUQNo Q�zQLoCO UULOX I-Zo�0� (/� W N = U 07,01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W Z W Q o a U U = 0 zzUU W Q � W W z W U Q U zzzc� W Q U < W z �__j U � Q LJ.- V J FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.OR. DESIGN CRITERIA AND GENERAL NOTES SHEET S060 SHEET 1 OF 10 BOUNDARY OF SHEATHING, EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES. NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES. e EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL). NAILING TO INTERMEDIATE SUPPORT IS 6" O.C, MAX. (LION). RATED SHEATHING, SEE GENERAL NOTES. ROOF TRUSSES, OR FLOOR JOISTS. ROOF AND FLOOR SHEATHING NAILING SCALE: 3/4" = 1'-0" (3) ROW OF 10d 2 PLY NAILS 0 8" O.C. BEAMSTAGGERED , 2x4 BLOCKING 3 PLY . BEAMa 024 O.C. FASTEN N EACH END w/3 -10d 2x4 MEMBERS: TOENAILS. (1) ROW OF 10d (4) ROWS 12d NAILS 0 4" O.C. AT 12" O.C. ,. LOW EA. SIDE. 2x6 MEMBERS: ' S OWERTUD ETOP 4-tOd (3) ROWS 12d (2) ROW OF 10d AT 12 O.C, NAILS 0 4" O.C. PLATE AT BREAK. OVER LAP DOUBLE COMMONS EA, SIDE, STAGGERED TOP PLATES. ORTHOGONAL VIEW WALL IND ON 2 k 3 PLY SEAMS 2x4 OR 2x6 POST 2x8 POST OF CORNER • . (3)ROVG OF 5" (3)ROWS OF 6-'4" TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS 0 24"o.c FASTENERS 0 24"o.c AS SHOWN AS SHOWN CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 3 -PLY 4 -PLY 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS ,14" LVL AND GREATER 2. �- DENOTES 3 x0.131 GUN NAILS 0 6 O.C. VERTICAL. 3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE, 4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. NOT1ESS; CONNECTION AT STUD COLUMNS, 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN, JACK -'f0 -KING ASSEMBLIES, CORNER POST, ETC. 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN FRAMED WALL CORNER AND ADDITION TO (2) PLYS INTERSECTIONS STUDS CONFIGURATIONS BUILT-UP MEMBER FASTENING BLOCKING ONLY REQUIRED CHART ROOF TRUSS. AT SHEARWALLS AND C ROOF STUCCO FINISH SYP#2 2x4 NAILER FASTENED TO TRUSS 2x4 SYP#2 CATS AT 12" 5-8d COM '/2"0 TRUSS. FLOOR ORSHEATHIN EACH SIDE 4„ 4" 16d COMMONS BOT. CHORD w/ 0.131x3" FASTENED TO G 0 3" O.C. w/ 8d 0 3" O.C. O.C. FASTENED TO TOP SHEATHING SPLICE O.C. BETWEEN OUTER WALL & FIRST ROOF TRUSS. A TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. INTERIOR TRUSS. NAIL EACH END w/ PLATE w/5 -10d NAILS INTO MONO STEM PLATE w/ 4-0.131x3" HEADER & SUPPORT 3-0.131x3" NAILS (TYP) 11'/4" TO WALL BOARD (TYP) " SHEATHING FASTENED TO COMMON. PERPENDICULAR TO WALL MAX. TRUSS POST BASE: 29 TOP PLATE w/ tOd 0 3" O.C. FASTEN CATS EACH END w/ BELOW STRAP w/11- 6x6 POST:ABU66 NAILS DIAGONALS AT END WALLS PROVIDE SYP . A 16" MAX. 1 TRUSSES Pte' SLAB 3-0.131x3" COMMON TOE NAILS 2x4 SYP#2 ANCHOR OR DTT2Z FRAMING TOP PLATE TRUSS Fw OR JOIST. HOLD DOWN AT HTS16 DIAGONAL BELOW. & (1) ADJ. TO PROVIDE DIAGONALS IN THE END SPACE STRAPS MSTA24" ROD PLAN VIEW PORCH HEADER AT CORNER 0.131x3" 0 3" O.C. EDGE OF AT POST AT POST PORCH SHEATHING SPECIFICATI 5/16" (OR GREATER) CEMENTIOUS HARDY BOARD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD FASTEN EA. MAXIMUM SPACING OF 20 FEET. SHEARWALL OR WALL MAY OVERHANG TOP PLATE. SHEARWALLEXTERIOR SHEATHING WALLSHEARWALLALTERNATE WITHIN 6" OF GIRDER (SEE PLAN) PERPENDICULAR DETAIL 3-10d COMMONS STUD WALL FRAMING ADED ' ° )¢x6" TITEN HD XIED • • A ALTERNATE B ALTERNATE C C - - - - - CEILING OSB DIAPHRAGM FASTEN ROOF FLOOR DECK 10d 04"O.C. AT SHEATHING EDGE UNE WALL FRAMING TO NAILER w/ (1) ROW 8d TRUSS. TO BLOCKING 0 3" O.C. 1¢x6" TITEN HD " TO 0 3 O.C. FASTEN TOP"' SHEATHING SPLICE SPLICE SHEATHING ROOF TRUSS , ' PER DETAIL AT LEFT BLOCKING ONLY REQUIRED 2x4 SPF#2 CONTINUOUS OR JOIST--,,,,�� AT SHEARWALLS AND ��O PLATE w 2 ROWS / O STUCCO FINISH FLOOR TRUSS OF SPLICE PERPENDICULAR = f, s , "» /�e OSB � ,-� LEDGER FASTENED TRUSS WEBS WI " OF 8d 0 3 O.C. BLOCKING r% w/3 -0.131x3" 2x4 SPF; PANEL r ; ;j% FLOOR COMMON. SYP#2 2x4 NAILER FASTENED ALL AROUND FRAMINGEm TO TRUSS BOT. CHORD w/ (2) ROWS 0.1310" 0 3" O.C. FASTEN CATS EACH END w 2x4 SYP 2 CATS AT 12" INTERIOR 11PLATE 3-0.1310" NAILS 0 6" O.C. O.C. FASTENED TO TOP SW-2-//USHEARWALL. w/ 4-0.1310" - 5-16d NAILS SHEARWALL OR COMMON. ALTERNATE D ALTERNATE E (TYPICAL) t. EXTERIOR WALL ALTERNATE E SHEARWALL ATTACHMENT AT ROOF & FLOOR BLOCKING ONLY REQUIRED CHART THREADED ROD 0 AT SHEARWALLS AND C D STUCCO FINISH DOUBLE TOP WOOD ATE CONCRETEWASHER EMBEDMENT OLEOLSPC DEPTH CONNECTOR 5-8d COM '/2"0 SEE PLAN EACH SIDE 4„ 4" 16d COMMONS OF SPLICE 2x4 SYP#2 HORIZ. BRACING 0 24"- 0,8* O.C. SHEATHING SPLICE O.C. BETWEEN OUTER WALL & FIRST SEE PLAN A TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. INTERIOR TRUSS. NAIL EACH END w/ PLATE w/5 -10d NAILS INTO MONO STEM CONT. RIBBON HEADER & SUPPORT 3-0.131x3" NAILS (TYP) MAX TO WALL BOARD (TYP) " FLOOR TRUSS BOTTOM CHORDS AND ATTACHED PERPENDICULAR TO WALL TRUSS POST BASE: 29 POST 24" 16 GUAGE 4x4 POST-ASU44 FLOOR44 BELOW STRAP w/11- 6x6 POST:ABU66 NAILS DIAGONALS AT END WALLS PROVIDE 10dx11¢" EA. END DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT 6TERIOR 1 TRUSSES Pte' SLAB LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE 2x4 SYP#2 ANCHOR OR DTT2Z FRAMING REQUIRMENT IS NOT NECESSARY AT HIP OR JOIST. HOLD DOWN AT HTS16 DIAGONAL BELOW. & (1) ADJ. TO PROVIDE DIAGONALS IN THE END SPACE STRAPS MSTA24" ROD PLAN VIEW PORCH HEADER AT CORNER STRAPS EPDXIED 6" MIN OF PLAN VIEW OF ELEVATION VIEW OF PORCH HEADER PORCH HEADER POST AT POST AT POST PORCH SHEATHING SPECIFICATI 5/16" (OR GREATER) CEMENTIOUS HARDY BOARD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD FASTEN EA. MAXIMUM SPACING OF 20 FEET. SIMPSON FULL HEIGHT WALL L END w/ SHEATHING 1¢" THREADED ROD EPDXIED 4" MIN OR WITHIN 6" OF GIRDER (SEE PLAN) PERPENDICULAR DETAIL 3-10d COMMONS STUD WALL FRAMING ADED ' ° )¢x6" TITEN HD XIED • • w/ 2x SOLID BLOCKING - - - - - CEILING " THREADED ROD - 8d COMMON WIRE NAILS i AT SHEATHING EDGE UNE WALL FRAMING EPDXIED 4" MIN OR WALL FRAMING TO BLOCKING 0 3" O.C. 1¢x6" TITEN HD SHEATHING SPLICE SPLICE SHEATHING ROOF TRUSS , ' PER DETAIL AT LEFT BLOCKING ONLY REQUIRED 5-8d COM OR JOIST--,,,,�� AT SHEARWALLS AND EACH SIDE STUCCO FINISH FLOOR TRUSS OF SPLICE PERPENDICULAR FLOOR TRUSS PARALLEL 1 FLOOR TO FLOOR WALL SHEATHING AND STRAPPING OPTIONS WASHER CHART THREADED ROD 0 A C D UPLIFT DOUBLE TOP WOOD ATE CONCRETEWASHER EMBEDMENT OLEOLSPC DEPTH CONNECTOR PLATE '/2"0 SEE PLAN 2x2x'/e„ 4„ 4" FULL HEIGHT 5/8 �4°m THREADED ROD 3x3x'/4 " 7.5" 12" SEE PLAN STEEL COUPLER (OPTIONAL, LOCATE AS NEEDED) FLOOR FRAMING FULL HEIGHT THREADED ROO FOUNDATION, SEE PLAN PER PLAN. EMBEDMENT A DEPTH O 8d COMMON NAILS AT 3" O.C.(TYP) 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, FASTEN TO ROOF FRAMING BELOW ROOF SHEATHING w/ 4-12d NAILS AT EACH RAFTER. Hs D KA ! �IXI f SOLEDOUBLE FULL HT. PLATE FULL HT. ANCHOR ANCHOR WALL STUD r 0 OR POST. I XON ' Or Q © FULL HT. ANCHOR AT SILL PLATE AT TOP PLATE FULL HEIGHT ANCHOR INSTALLATION CHART THREADED ROD 0 A C D E F WOOD ATE CONCRETEWASHER EMBEDMENT OLEOLSPC DEPTH D DISTANCE 3/8 '/2"0 '/2"0 2x2x'/e„ 4„ 4" 2„ 3" 5/8 �4°m 3/4 "m 3x3x'/4 " 7.5" 12" 2ND" 3" A TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. BELOWENQ.PORCH PLATE w/5 -10d NAILS INTO MONO STEM MONC STEM ■ W71,31111PRIJ [leg, ••n �. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN ROOF TRUSS. SDWC 15600 0 32" O.C. SCREWS SHEARWALL _ OSB WALL SHEATHING ALTERNATE. G SHEARWALL NOTES: 1. AT ROOF TRUSS, CONTRACTOR MAY CHOOSE A,B,C,D, OR G. 2. USE ALTERNATE A. AT EXTERIOR WALLS ENDING BETWEEN ROOF TRUSSES. 3. USE ALTERNATE E & F FOR FLOOR TRUSS ATTACHMENT 2x4 BLOCKING. FASTEN EACH END w/3 -10d TOENAILS qq OVERFRAME RAFTERS, SEE PLAN. '•1 2x6 SYP#2 BLOCKING BETWEEN 1.1 SIMPSON H3 w/ 10-8d COMMON PLATE NAILS FROM RAFTER TO LEDGER EA. TRUSS. FASTEN TO TOP AND LEDGER TO ROOF MEMBER. 2x4 SPF#2 MESE STRAPS MAY BE OMITTED BLOCKING WHEN OVERFRAME ALT, TO BOTH H3 ABOVE RAFTER LENGTH PRODIDE MTS12 QR CS16 DIRECTLY LESS THAN 4'-0" ROOF MEMBER. BETWEEN OVERFRAMING RAFTER PORCH SHEATHING, AND ROOF MEMBER. HEADOrl(2 O.C. SEE 6/SO.1 2," SEE SPECIFICATIONS EmALT PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT A TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. BELOWENQ.PORCH DECK LEDGER AT OVERFRAME RAFTERS USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, ETC. ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"® A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS, ABOVE TOP PLATE, PROVIDE A 2"x 2"x W STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE K" LARGER THAN THE DIAMETER OF THE THREADED ROD USED, WHILE SNGLE CONTINUOUS RODS ARE PREFERRED, COUPLERS (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET M AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. ANE MIT AW4f 11E IfpPlll= M1E ftlL K 111111=1I 0101 1HE SM TO A 1810-flptT ti0101110N PWS OIE-MAV ANSI CF A STAMM RICH1ELY 30 ".-MW Tom% 01M 10 s Am 012001lSlpl OF lIOaDSlO =mw= SI ALL IIE-== MIT 1O 30 111T.-Iln a SS111REVAFM IL ALL VAOES AIS: OOIO M NO PRO W EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED, SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS SEE DETAIL 5/SO.1 FOR DIAPHRAGM ATTACHMENT WHERE APPLICABLE II - A-------- II I----------- II ❑ ❑ II t1 -----------t U-----------44 II II SW 803" 6" PERFORMED SHEARWALL SEGMENTED SHEARWALL UPPER O 8d c2R SrJDS ) CS18STRAPS 0 e UPM TO LO"m STRAPS ?END STUDS TLD FOUNDATIONEND STUDS TO FOUNDATION W 8dO3/6: HTT5 OR HDU5 'SW 8dO3/6: HTT5 OR HDU5 SOLE PLATE ANCHORSSOLE PLATE ANCHORS EE SCHEDULE ON DETAIL 3/SO.0 TEE SCHEDULE ON DETAIL 3/SO.0 SHEARWALL NOTES 1. PROVIDE Vie" OSB SHEATHING WITH 8d COMMONS 0 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. PROVIDE 2x BLOCKING AT ALL PANEL EDGES, 2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS END POSTS FOR SW. & FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 6/SO.1 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.O 21 TYPICAL SHEARWALL ELEVATION PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS. ROOF TRUSS 6-10d COMMONS 2X6 ANGLE BRACE 2X4 T -BRACE. ONLY REQUIRED FOR BRACE LENGTHS > 8'-0". FASTEN w/tOd COMMONS 0 6" ON -CENTER 4-12d TOE NAILS (TYP.) as u YV �. 2x4x6' SYP#2 LATERAL BRACE EA. 8-10d _ X -BRACE w/ 2-16d INTO BOTTOM COMMONS CHORD OF EA. TRUSS. GABLE END BRACING NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 SOLE PLATE ANCHOR (R HOLD DOWN, 2� 30441" SLOTTED WASHER PUSHED TO OUTSIDE FACE BUTT JOINT I3x3x%4" SLOTTED OF WALL. s WASHER PUSHED /Ir-M OUTSIDE FACE OF WALL. PAM 1¢" THREADED ROD EPDXIED 4" OR )6"0x6" SIMPSON TITEN HD, SECTION VIEW 12" 1)¢" PT. SYP#2 MAX. MIN. SILL PLATE. SOLE PLATE BREAK 2x6 SYP#2 BLOCKING BETWEEN 2x6 SYP#2 NAILER PLATE ANCHOR SCHEDULE EA. TRUSS. FASTEN TO TOP FASTENED TO TOP EXT. WALL SHEARWALLS WASHER EMBEDMENT PLATE w/ 10d 0 4" O.C. PLATE w/ IOd 0 3" Ox SPACING SPACING SPEC, DEPTH 2X4 CATS 0 12" PORCH SHEATHING, 42" HEADOrl(2 O.C. SEE 6/SO.1 2," SEE SPECIFICATIONS EmALT 42" A 304.229" 4h" BELOWENQ.PORCH PLATE w/5 -10d NAILS INTO 6" HEADER PARALLEL HEADER & SUPPORT INTO BEAM. SPACE MAX TO WALL PORCH POST, PER PLAN.24 'Y SHEATHING IS INSTALLED ON TRUSS BOTTOM CHORDS AND ATTACHED PERPENDICULAR TO WALL 24" 16 GUAGE POST BASE: STRAP w/11- POST 24" 16 GUAGE 4x4 POST-ASU44 10dx1Xi" EA. END BELOW STRAP w/11- 6x6 POST:ABU66 NAILS DIAGONALS AT END WALLS PROVIDE 10dx11¢" EA. END DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT 6TERIOR PORCH HEADER, PERPENDICULAR WALL BETWEEN EACH Pte' SLAB LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SEE PLAN ANCHOR OR DTT2Z FRAMING REQUIRMENT IS NOT NECESSARY AT HIP HOLD DOWN AT HTS16 BASE OF POST OPTION BELOW. & (1) ADJ. TO PROVIDE DIAGONALS IN THE END SPACE STRAPS MSTA24" ROD PLAN VIEW PORCH HEADER AT CORNER STRAPS EPDXIED 6" MIN OF PLAN VIEW OF ELEVATION VIEW OF PORCH HEADER PORCH HEADER POST AT POST AT POST PORCH SHEATHING SPECIFICATI 5/16" (OR GREATER) CEMENTIOUS HARDY BOARD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD n TYPICAL PORCH FRAMING DETAILS SEE DETAIL 5/SO.1 FOR DIAPHRAGM ATTACHMENT WHERE APPLICABLE II - A-------- II I----------- II ❑ ❑ II t1 -----------t U-----------44 II II SW 803" 6" PERFORMED SHEARWALL SEGMENTED SHEARWALL UPPER O 8d c2R SrJDS ) CS18STRAPS 0 e UPM TO LO"m STRAPS ?END STUDS TLD FOUNDATIONEND STUDS TO FOUNDATION W 8dO3/6: HTT5 OR HDU5 'SW 8dO3/6: HTT5 OR HDU5 SOLE PLATE ANCHORSSOLE PLATE ANCHORS EE SCHEDULE ON DETAIL 3/SO.0 TEE SCHEDULE ON DETAIL 3/SO.0 SHEARWALL NOTES 1. PROVIDE Vie" OSB SHEATHING WITH 8d COMMONS 0 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. PROVIDE 2x BLOCKING AT ALL PANEL EDGES, 2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS END POSTS FOR SW. & FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 6/SO.1 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.O 21 TYPICAL SHEARWALL ELEVATION PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS. ROOF TRUSS 6-10d COMMONS 2X6 ANGLE BRACE 2X4 T -BRACE. ONLY REQUIRED FOR BRACE LENGTHS > 8'-0". FASTEN w/tOd COMMONS 0 6" ON -CENTER 4-12d TOE NAILS (TYP.) as u YV �. 2x4x6' SYP#2 LATERAL BRACE EA. 8-10d _ X -BRACE w/ 2-16d INTO BOTTOM COMMONS CHORD OF EA. TRUSS. GABLE END BRACING NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 SOLE PLATE ANCHOR (R HOLD DOWN, 2� 30441" SLOTTED WASHER PUSHED TO OUTSIDE FACE BUTT JOINT I3x3x%4" SLOTTED OF WALL. s WASHER PUSHED /Ir-M OUTSIDE FACE OF WALL. PAM 1¢" THREADED ROD EPDXIED 4" OR )6"0x6" SIMPSON TITEN HD, SECTION VIEW 12" 1)¢" PT. SYP#2 MAX. MIN. SILL PLATE. SOLE PLATE BREAK NOTES: 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO CORNERS AND PLATE BREAKS AND KING STUDS. 2. WASHERS SHALL BE SLOTTED. 3. AS AN ALTERNATE TO THE 3"X3"XY" PLATE WASHER, A 3"X3"X'/e" W/ 11/2"0 ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL & SCHEDULE 4C s%4 !-0 L 2x4 SYP#2 OUTLOOKERS 0 24" O.C. H3 Q$ H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. WALL SHEATHING UP '--GABLE END TRUSS. 2X4 #2 SYP BLOCK 0 EACH GABLE BRACE, FASTEN EACH END W/ 3-10d TOENAILS BLOCK TO DBL TOP PLT W/ SIMPSON H10A 0.1310" TOE NAILS 0 8"O.C. FROM BOT. CHORD OF TRUSS TO DBL. TOP PLATE LSTA12 0 48" O.C. QR DBL TOP PLT TO GABLE TRUSS BOTTOM CHORD W/ SDWC15600 0 36" O.C. OMIT IF SHEATHING OVERLAPS GABLE 12" MIN SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS STRAP KING I POST BELOW WITH STRAPS WHEN FULL nuvn I ANCHORS ARE NOT USED IF TRUSS REACTION EXCEEDS 9 ZAAIL� ODMAf1r hGt�ffl r c+f•,,nn 6" CONNECTION CALL OUT SOLE PLATE ANCHOR SCHEDULE BELOW TOP PLATE ANCHOR EXT. WALL SHEARWALLS WASHER EMBEDMENT EDGE FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) SPACING SPACING SPEC, DEPTH DISTANCE 1¢" m EPDXY 42" 24" 300.229.1 4" 2," TITEN HD 42" 24" 304.229" 4h" 2V4" NOTES: 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO CORNERS AND PLATE BREAKS AND KING STUDS. 2. WASHERS SHALL BE SLOTTED. 3. AS AN ALTERNATE TO THE 3"X3"XY" PLATE WASHER, A 3"X3"X'/e" W/ 11/2"0 ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL & SCHEDULE 4C s%4 !-0 L 2x4 SYP#2 OUTLOOKERS 0 24" O.C. H3 Q$ H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. WALL SHEATHING UP '--GABLE END TRUSS. 2X4 #2 SYP BLOCK 0 EACH GABLE BRACE, FASTEN EACH END W/ 3-10d TOENAILS BLOCK TO DBL TOP PLT W/ SIMPSON H10A 0.1310" TOE NAILS 0 8"O.C. FROM BOT. CHORD OF TRUSS TO DBL. TOP PLATE LSTA12 0 48" O.C. QR DBL TOP PLT TO GABLE TRUSS BOTTOM CHORD W/ SDWC15600 0 36" O.C. OMIT IF SHEATHING OVERLAPS GABLE 12" MIN SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS STRAP KING I POST BELOW WITH STRAPS WHEN FULL nuvn I ANCHORS ARE NOT USED IF TRUSS REACTION EXCEEDS 9 ZAAIL� ODMAf1r hGt�ffl r c+f•,,nn 6" CONNECTION CALL OUT DBL, TOP MAX NOTCH HEADER PLATE BELOW TOP PLATE 8 -GUN NAILS • •� . ;i PORCH HEADER, SEE PLAN. FULL HEIGHT FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) DELEGATED TRUSS ENGINEER. ANCHOR OR DTT2Z STUD WALL FRAMING II II HOLD DOWN AT 8d COMMON WIRE NAILS MIN. (2)2x4 WOOD BASE OF POST BELOW. & (1) ADJ. TO OPT1ON A PORCH HEADER, DOUBLE TOP PLATE LSTA12 FOLDED OVER TOP CONTINUOUS OVER PLATE w/5 -10d NAILS INTO 6" HEADER TOP PLATE & 5-10d NAILS NAILS INTO BEAM. SPACE MAX 0 48" O.C. OMIT IF WALL zzU,� 'Y SHEATHING IS INSTALLED ON TRUSS BOTTOM CHORDS AND ATTACHED FACE OF BEAM •• ATTACH AT EACH 8 -GUN W W NAILS. AT GABLE END WALLS PROVIDE 36" LONG STUD FASTEN w/12- 0.131x3" GUN NAILS DIAGONALS AT END WALLS PROVIDE DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT 6TERIOR FULL HEIGHT PERPENDICULAR WALL BETWEEN EACH (AS REQUIRED IN TRUSS LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE ENGIEERIN ANCHOR OR DTT2Z FRAMING REQUIRMENT IS NOT NECESSARY AT HIP HOLD DOWN AT MIN. (2)2x4 WOOD BASE OF POST OPTION BELOW. & (1) ADJ. TO PROVIDE DIAGONALS IN THE END SPACE PORCH HEADER. :TYPICAL PORCH BEAM CONNECTION (ING rVbI WLLVW WITH STRAPS WHEN FULL nuvnI ANCHORS ARE NOT USED HEADER DOWN CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR A H2.5T 0 32" O.C. TOP & SOT 8 SEE PLAN C (1)MSTA24 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) HEADER TIE DOWN HEADER UP CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR A LS18 0 32" O.C. 8 SEE PLAN C 1 -CS16 STRAPS D 7FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) IHIi i ULIAIL ONLY APPLIES WHEN NOTED ON PLAN PERMANENT TRU BRACING NOTES MULTIPLE BRACED TRUSSES, AS SINGLE BRACED TRUSS, AS AND SPECIFICATIONS INDICATED IN TRUSS SPECIFICATIONS. 1.)ALL BRACING LUMBER SHOWN, EXEPT INDICATED IN TRUSS SPECIFICATIONS. FOR T -BRACE Sf ALL BE 1x4 SYP#3 OR BETTER OR 2x4 SPF#2 OR BETTER. L J " (LION) L(1)DIAGONAL BRACE PER (4) TRUSSES APPLIED TO BACKSIDE OF WEB. CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION. E MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. HTT5 or HDU5 LTT20B PARALLEL TRUSS DETAIL A 5 HOLD DOWN ATTACHMENT DETAIL rr� 16 WALL ADJ. TO ROOF CONNECTION SO.1 SEE CONSTRUCTION SPECIFICATIONS FOR ROOF AND WALL SHEATHING AND STUD FRAMING. 07.01.19 Christopher I Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W so I 2.)BRACING LUMBER SHALL INTERSECT Lj THE WEB OF THE BRACED TRUSS, PER I,I DELEGATED TRUSS ENGINEER. WALL SHEATHING STUD WALL FRAMING II II 3.)PERMANENT PERMANENT BRACING 8d COMMON WIRE NAILS w/ 2x SOLID BLOCKING II WHERE NOTED ON TRUSS MFR. SHOP O TO BLOCKING 0 3" O.C. (I DRAWINGS. THE CONTRACTOR SHALL 36" LONG STUD FASTEN w/12- 0.1310" GUN / \I PROVIDE 1x4 SYP#3 OR BETTER BOTTOM NAILS U rl CHORD BRACING PERPENDICULAR TO zzU,� 'Y I'I TRUSS BOTTOM CHORDS AND ATTACHED W TO EACH TRUS WITH 2-8d COMMON ATTACH AT EACH io W W NAILS. AT GABLE END WALLS PROVIDE 36" LONG STUD FASTEN w/12- 0.131x3" GUN WALL STUD w/ 3-16 \ DIAGONALS AT END WALLS PROVIDE DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT 6TERIOR T -BRACE FASTENED TO WEB w/ FOCI 0 6"O.C. PERPENDICULAR WALL BETWEEN EACH (AS REQUIRED IN TRUSS LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE ENGIEERIN SAME BRACING MATERIAL. THIS FRAMING REQUIRMENT IS NOT NECESSARY AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING Lj PROVIDE DIAGONALS IN THE END SPACE w/8- Y"x1)A" BETWEEN THE WALL AND THE FIRST EACH TRUSS) LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. HTT5 or HDU5 LTT20B PARALLEL TRUSS DETAIL A 5 HOLD DOWN ATTACHMENT DETAIL rr� 16 WALL ADJ. TO ROOF CONNECTION SO.1 SEE CONSTRUCTION SPECIFICATIONS FOR ROOF AND WALL SHEATHING AND STUD FRAMING. 07.01.19 Christopher I Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W WALL SHEATHING STUD WALL FRAMING MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS 8d COMMON WIRE NAILS w/ 2x SOLID BLOCKING > ACCEPTABLE TO SISTER A O TO BLOCKING 0 3" O.C. AT SHEATHING EDGE C� 36" LONG STUD FASTEN w/12- 0.1310" GUN / \I NAILS U 20 BLOCKING i zzU,� 'Y MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS BETWEEN EA. TRUSS. W ACCEPTABLE TO SISTER A ATTACH AT EACH W W 36" LONG STUD FASTEN w/12- 0.131x3" GUN WALL STUD w/ 3-16 \ / W NAILS NAILS AT EA. C� o U FRAMING SIMPSON DTT2Z INTERSECTION. (MIN. OF 6-16d BETWEEN Lj w/8- Y"x1)A" EACH TRUSS) SDS SCREWS o SIMPSON FULL HEIGHT WALL L LMOB THREADED ROD SHEATHING 1¢" THREADED ROD EPDXIED 4" MIN OR WITHIN 6" OF GIRDER (SEE PLAN) PERPENDICULAR DETAIL TRUSS B STUD WALL FRAMING ADED ' ° )¢x6" TITEN HD XIED • • w/ 2x SOLID BLOCKING .. " THREADED ROD - 8d COMMON WIRE NAILS i AT SHEATHING EDGE ° EPDXIED 4" MIN OR � TO BLOCKING 0 3" O.C. 1¢x6" TITEN HD ROOF TRUSS , ' OR JOIST--,,,,�� i FOR PERPENDICULAR - TRUSS CONNECTION CONTINUOUS 2x6 SYP#2 SEE DETAIL B ABOVE, LEDGER FASTEN WITH 5-0.1310" EA, STUD. HTT5 or HDU5 LTT20B PARALLEL TRUSS DETAIL A 5 HOLD DOWN ATTACHMENT DETAIL rr� 16 WALL ADJ. TO ROOF CONNECTION SO.1 SEE CONSTRUCTION SPECIFICATIONS FOR ROOF AND WALL SHEATHING AND STUD FRAMING. 07.01.19 Christopher I Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W > <W O C� U U = 0 zzU,� W Q W W W m _ W U C� U W Lj Q U L � z�Q U Q � FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E,O,R, TYPICAL FRAMING DETAILS SHEET S0.1 SHEET i fXF 1 (1 (2)2x6 KING STUDS (2)2x6 JACK STUDS OVERLAP SIDEWALL GARAGE TOP PLATE HEADER CRIPPLE STUDS GARAGE HEADER,O (2)2X6 SILL WITH SEE PLAN 2-MSTA24 5-0,131x3 TOENAILS EA STRAPS END (2)2 GOAL POST, FASTEN TO STUD PACK WITH 2 -ROWS OF 16d RING SHANK NAILS 0 12" O.C. ATTACH GARAGE DOOR THRU HOLD DOWN, UPRIGHT BUCK DIRECTLY INTO STUD SEE PLAN SUPPLIER PACK, PER GARAGE DOOR THICKENED SLAB EDGE a` AT GARAGE OPENING, A GARAGE WING WALL ELEVATION GARAGE HEADER FRAMING s WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SPLICE 2x6 x 4'-6" P.T. SYP NO.2 EXPOSED RAFTER TAIL TO EACH ROOF TRUSS 0 24" O.C. HTT5 w/ (2)2x STUD CORNER 36" THREADED ROD WOOD ROOF TRUSSES. EPDXIED 12" P.T. SOLE PLATE 12d COMMON SHEATHING GARAGE K6 A35 ANGLE FLOOR SOLE PLATE �^ 6 ANCHOR STUDS w/ 2-0.131X3" GOAL POST, FASTEN TO STUD PACK WITH 2 -ROWS OF 16d RING SHANK NAILS 0 12" O.C. ATTACH GARAGE DOOR THRU HOLD DOWN, UPRIGHT BUCK DIRECTLY INTO STUD SEE PLAN SUPPLIER PACK, PER GARAGE DOOR THICKENED SLAB EDGE a` AT GARAGE OPENING, A GARAGE WING WALL ELEVATION GARAGE HEADER FRAMING s WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SPLICE 2x6 x 4'-6" P.T. SYP NO.2 EXPOSED RAFTER TAIL TO EACH ROOF TRUSS 0 24" O.C. DOUBLE TOP PLATE 2x SPF BLOCKING -RIPPED TO FIT WITH GAP SHOWN ,SOFFIT, SEE ARCH. \-1x4 P.T. SYP FASCIA SHEATHING MAY TERMINATE AT TOP OF DBL. TOP PLATE. RAFTER TAIL DETAIL SCALE, 3/4" = 1'-0" SOLE PLATE J HTTS w/ ANCHOR" THREADED ROD EPDXIED 12" GARAGE ONG WALL SECTION (2)MSTA24 (2)MSTA24 GARAGE HEADER, SEE PLAN NOTE IQ PRE-ENGINEERED./•�' PLACE GABLE END TRUSS WOOD ROOF TRUSSES. (2 A35 ANGLE ROOF 12d COMMON SHEATHING WIRE NAILS ��• K6 A35 ANGLE ® 4" O.C. N,, 5-12d TOE STAGGERED I -N . DOUBLE TOP PLATE 2x SPF BLOCKING -RIPPED TO FIT WITH GAP SHOWN ,SOFFIT, SEE ARCH. \-1x4 P.T. SYP FASCIA SHEATHING MAY TERMINATE AT TOP OF DBL. TOP PLATE. RAFTER TAIL DETAIL SCALE, 3/4" = 1'-0" SOLE PLATE J HTTS w/ ANCHOR" THREADED ROD EPDXIED 12" GARAGE ONG WALL SECTION (2)MSTA24 (2)MSTA24 GARAGE HEADER, SEE PLAN ^\�ACKS AND KING 2X6 STUDS PER PLAN, H75 w/ " THREADED ROD EPDXIED 12" P.T, SOLE PLATE THICKENED SLAB EDGE AT GARAGE OPENING. e A1 . d• d - GARAGE CENTER WALL FRAMING ,ASE3/4"=i''-n 6 WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 2x4 BLOCKING H3 0 EA, OUTLOOKER" STUD SPACING, SEE FRAMING PLAN Q$, SCHEDULE. 2x4 BLOCKING AT 48" O.C. BETWEEN GABLE AND FIRST INTERIOR TRUSS, PROVIDE FULL HEIGI ANCHOR AT END ADJACENT WALL, 4-0.1310" TOE NAILS (2 EA. SIDE) 2x4 OUTLOOKER NOTE IQ AT 24" O.C, PLACE GABLE END TRUSS z (2 A35 ANGLE ROOF BALLOON FRAMED WALL SHEATHING AND FASTEN TRUSS TOP K6 A35 ANGLE ^\�ACKS AND KING 2X6 STUDS PER PLAN, H75 w/ " THREADED ROD EPDXIED 12" P.T, SOLE PLATE THICKENED SLAB EDGE AT GARAGE OPENING. e A1 . d• d - GARAGE CENTER WALL FRAMING ,ASE3/4"=i''-n 6 WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 2x4 BLOCKING H3 0 EA, OUTLOOKER" STUD SPACING, SEE FRAMING PLAN Q$, SCHEDULE. 2x4 BLOCKING AT 48" O.C. BETWEEN GABLE AND FIRST INTERIOR TRUSS, PROVIDE FULL HEIGI ANCHOR AT END ADJACENT WALL, 4-0.1310" TOE NAILS (2 EA. SIDE) 2x4 OUTLOOKER NOTE IQ AT 24" O.C, PLACE GABLE END TRUSS z TO THE INT. FACE OF ROOF BALLOON FRAMED WALL SHEATHING AND FASTEN TRUSS TOP AND BOTTOM CHORDS TO 5-12d TOE BALLOON FRAMED WALL NAILS EACH STUDS w/ 2-0.131X3" TRUSS NAILS AT EA. STUD, vu FASTEN GABLE END O TRUSS w/ FULL HT. C a .010 ilk D SCALE: 3/4" = 1'-0" CONC. SLAB AMB FASTENING ACK STUD STUD WALL, T DOOR SEE PLAN, CONT, SHEATHING TO BOT, OF FLOOR TRUSS, NAIL TO EA. FLOOR TRUSS w/2 -ROWS OF 8d COMMON SIMPSON LTT208 NAILS 0 4" O.C. RECESSED IN SLAB w/h" THREADED ROD EPDXIED 4" THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN ROOF TRUSS (2)2x4 SYP#2 BLOCKING BELOW PLATE TOE -NAIL TO TRUSS TOP CHORD WITH 4-12d NAILS EACH END (TYP EA, SIDE) (2)2x4 SYP#2 BLOCKING BELOW 2x4 SYP#2 SCAB BELOW PLATE TOE -NAIL TO TRUSS BOTTOM PLATE FACE -NAIL TOP CHORD WITH TO TRUSS TOP CHORD w/ 4-12d NAILS EACH END (TYP 12d NAILS 0 3" O.C, (TYP EA. SIDE) EA, SIDE) PLAN TOP OF ROOF ATTACHMENT CHIMNEY DETAIL CONT. 20 NAILED TO EACH TRUSS w/2 -12d COMMON NAILS 2x4 BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TRUSS w/2 -12d TOENAILS OSB BLOCKING BOT PLATE TO TRUSS: PANEL BETWEEN SDWC15450 TRUSSES. TRUSS TO TOP PLATE: SDWC15600 STUD WALL, SEE PLAN. 4 TRUSS OUTRIGGER SECTION 50.2 SCALE: N.T.S. SEE PLAN VIEW 4-16d NAILS NOTCH IN UPPER TOP PLATE FOR WALL STUD LAP DOUBLE TOP ARRANGEMENT PLATE AT CORNER HEADER TO SUPPORT EXTERIOR WALL STUDS (WINDOW NOT SHOWN) MAIN ROOF TRUSSES INSTALL LAST � , IMPSON CS16 STRAP, NAIL TO TOP OF BAY WINDOW WING WALL & DOWN TO FACE OF DOUBLE WALL STUD ADJACENT M WING WALL FRAMING (ONE EACH SIDE). NAIL PLYWOOD TO LAST JOIST 2x6 STUD FRAMING WALL STRAPPED TO FLOOR w/MST•Al2 (2)2X8 FASTEN JOIST w/5 -0.131x3 TOENAILS 2x6 SYP#2 BLOCKING BETWEEN EA. KNEE WALL STUD w/4 -12d COMMON WIRE TOENAILS (TYP) A—A SECTION PROPOSED BOX WINDOW FRAMING DETAIL SCALE: 3/4" - 1'-0" q OL AT A oOW (2)SIMPSON 1 LSTA12 I, L (2)2X8 PROVIDE SHORING UNTIL ALL FRAMING IS COMPLETE, INCLUDING ROOF BAY WINDOW FRAMING %"0 THRU BOLTS 0 32" O,C. X 2 w/(2) I/s" OD FLITCH 2x6 BAY WINDOW WING WALL. SIMPSON HUC210-2 NOTCH BOTTOM OF (3)2x12'S TO W," AT BASE TO FIT WITHIN 2x6 WALLS, ATTACH BASE OF (3)2x12 VERTICAL WIND BEAM w/ - (2)SIMPSON LS50 (ONE EACH SIDE), -DOUBLE STUD uaw wa�� — WALL STUDS. 3-202 w/(2)'/2" ®Av w�=A 2x8 STUD, PLYWOOD FIJTCH NAIL TO 2x12'S 20 0 16" O.C. WALL SHEATHING WALL STUD PLAN VIEW 07.01,19 Christopher ) Sahourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W 2x4 SYP#2 DBL, TOP PLATE 2x4 SPF#2 STUDS z TYPICAL SHEATHING. AT 16" O.C, (TYP) 2x4 SYP#2 SCAB BELOW BOTTOM PLATE O I—J FACE -NAIL TO TRUSS U U RATED SHEATHING TO RUN TOP CHORD wJ 12d z U CONTINUOUSLY TO INSIDE NAILS 0 3" O.C. (TYP < IT FACE OF CHIMNEY FRAMING, EA. SIDE) L1J m U (TYP) ROOF TRUSS (2)2x4 SYP#2 BLOCKING BELOW PLATE TOE -NAIL TO TRUSS TOP CHORD WITH 4-12d NAILS EACH END (TYP EA, SIDE) (2)2x4 SYP#2 BLOCKING BELOW 2x4 SYP#2 SCAB BELOW PLATE TOE -NAIL TO TRUSS BOTTOM PLATE FACE -NAIL TOP CHORD WITH TO TRUSS TOP CHORD w/ 4-12d NAILS EACH END (TYP 12d NAILS 0 3" O.C, (TYP EA. SIDE) EA, SIDE) PLAN TOP OF ROOF ATTACHMENT CHIMNEY DETAIL CONT. 20 NAILED TO EACH TRUSS w/2 -12d COMMON NAILS 2x4 BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TRUSS w/2 -12d TOENAILS OSB BLOCKING BOT PLATE TO TRUSS: PANEL BETWEEN SDWC15450 TRUSSES. TRUSS TO TOP PLATE: SDWC15600 STUD WALL, SEE PLAN. 4 TRUSS OUTRIGGER SECTION 50.2 SCALE: N.T.S. SEE PLAN VIEW 4-16d NAILS NOTCH IN UPPER TOP PLATE FOR WALL STUD LAP DOUBLE TOP ARRANGEMENT PLATE AT CORNER HEADER TO SUPPORT EXTERIOR WALL STUDS (WINDOW NOT SHOWN) MAIN ROOF TRUSSES INSTALL LAST � , IMPSON CS16 STRAP, NAIL TO TOP OF BAY WINDOW WING WALL & DOWN TO FACE OF DOUBLE WALL STUD ADJACENT M WING WALL FRAMING (ONE EACH SIDE). NAIL PLYWOOD TO LAST JOIST 2x6 STUD FRAMING WALL STRAPPED TO FLOOR w/MST•Al2 (2)2X8 FASTEN JOIST w/5 -0.131x3 TOENAILS 2x6 SYP#2 BLOCKING BETWEEN EA. KNEE WALL STUD w/4 -12d COMMON WIRE TOENAILS (TYP) A—A SECTION PROPOSED BOX WINDOW FRAMING DETAIL SCALE: 3/4" - 1'-0" q OL AT A oOW (2)SIMPSON 1 LSTA12 I, L (2)2X8 PROVIDE SHORING UNTIL ALL FRAMING IS COMPLETE, INCLUDING ROOF BAY WINDOW FRAMING %"0 THRU BOLTS 0 32" O,C. X 2 w/(2) I/s" OD FLITCH 2x6 BAY WINDOW WING WALL. SIMPSON HUC210-2 NOTCH BOTTOM OF (3)2x12'S TO W," AT BASE TO FIT WITHIN 2x6 WALLS, ATTACH BASE OF (3)2x12 VERTICAL WIND BEAM w/ - (2)SIMPSON LS50 (ONE EACH SIDE), -DOUBLE STUD uaw wa�� — WALL STUDS. 3-202 w/(2)'/2" ®Av w�=A 2x8 STUD, PLYWOOD FIJTCH NAIL TO 2x12'S 20 0 16" O.C. WALL SHEATHING WALL STUD PLAN VIEW 07.01,19 Christopher ) Sahourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W z W O I—J U U z 0 z U W < L1J m U W �U U W zz�m W � z (/7I Q U I �<C Wd z r� V J FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E,O,R. MISC FRAMING DETAILS 91_2„ 16,_5„ 1 - 32'- 3„ STAIRS BY I I --� F2.5 0 BUILpE SLAB ELEV. I- - IJ SLAB ELEV. 1 � I I f I f 51.01 -------- ---- i 3" I (A ! ---------- _IF2.5 SLAB ELEV. i I I 16' 5" 3 I 13f-6$1 I 18, 9» IXxle Ln U I _ 7 I I z ,, ( Q I I o 51.01 II---[--- - -_j �M - -----------I F2.5 - L_ -I sl.ol PROVIDE-- 2-#4x4' 0 C° CORNER CRACK BARS AT SLAB MID -DEPTH. f SLIDING GLASS DOOR I ( - -- FRAMES MUST BE RECESSED' -V/F2. 5 F2.0 SEE ARCHITECTURAL PLANS FOR LOCATON OF SLIDING I I GLASS DOORS. Dot 4!t- CREiE SLAB w/ I I - FIBERMESH'' ® 1.5 LBS/CU.YD, I I L 1 I OF CONCR TE OR 6x6 W1;.4xW1.4 WWF ON 6 vll � VAPOR BARRIER i I 1 1 I R I I IN PREPARED! GRADE. I S1.01 I I I I I i i 6 ' i _. 6 ` PROVIDE SAWCUTS PER 5/S1.01, 5'=2" 10' fi - - - - - i J I 51.01 3.0 BUILDER TO I C90RDINATE WITH FINISH FL00R MATERIAL. F_ - - - --1 3.0 / 6 4 S1.01 « S1.01 S1.01 / I I I ISAWCUT _ _ I_xxxxxxxx I � I 6 I I I I (III 51.01 I I ' 11 I I I STAIRS BY TYPE 3-#5 EA. WAY BOT, 1'-0" 2'-0" 2'-0" F2.0 L LL=_: - 3-#5 EA. WAY BOT. 1'-0" 3'-0" 3'-0" F3.0 4-#5 EA. WAY BOT. V-0" V-6" 3'-6" F3.5 4-#5 EA, WAY BOT. 1'-0" 4'-0" 4'-0" F4.0 4-#5 EA. WAY BOT, V-0" 4'-6" 4'-6" I 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO, RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, _ - STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY, 2. FIGS. do FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN, OF 95% MODIFIED - ( I = j BUILDER ( U LL_ W Q Z W m U z W U Q m rnW W J Q U <C CIL W Q cn z<Q 4 � W U � I Q 5-410 2 71-800 ( SAWCUT- � ( I _ F 7_71 21' _ 3„ I ' I F4.0 I I I I I I L It c O F_ L cit r 3 Sl.( 2'-9" 16,_0„ �- 2,_9„ 2, �Islsi.oi 301 51.01 FOUNDA PION PLAN SCALE: 1/4" - 1'-0" I 1 I I I I I I I I II I 7 7 S1.01 51.01 O n r SLAB o UI F2.0 I ELEV.3► SLSLAB ELEV. ® I LO B ELEV 0-1 �� _220_4„ I ------- STAIRS BY BUILDER 51.01 I I I I I � x1.01 I >; I O 0 I I I I I I SYMBOLS LEGEND DESIGNATES FOOTING ''_INE a DESIGNATES SAWCUT JNE INTERIOR LOAD BEARING WALL DESIGNATES' SLAB RECESS FOOTING SCHEDULE AND NOTES BOTTOM BARS DEPTH WIDTH LENGTH TYPE 3-#5 EA. WAY BOT, 1'-0" 2'-0" 2'-0" F2.0 3-#5 EA. WAY BOT. 1'-0" V-6" 2'-6" F2.5 3-#5 EA. WAY BOT. 1'-0" 3'-0" 3'-0" F3.0 4-#5 EA. WAY BOT. V-0" V-6" 3'-6" F3.5 4-#5 EA, WAY BOT. 1'-0" 4'-0" 4'-0" F4.0 4-#5 EA. WAY BOT, V-0" 4'-6" 4'-6" F4.5 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO, RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, Q STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY, 2. FIGS. do FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN, OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557, U Q O d 0 _j , m `j LnZ F- Ln= v I LLJ L N U Q N O Ctl _� W- Q r X d I- Z C) 0 - LJN = r R rJ'/S'�'''% * ; No. 146 STA 'S/OINA` 07.01.19 Christopher 1 Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W Z W i Q U U = Q U LL_ W Q Z W m U z W U Q m rnW W W Q U <C CIL W Z z<Q � W U � Q (J-) FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS, ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, SCALING DO NOT SCALE DIMENSIONS NSIONS FROM THESE DRAWINGS, IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E,O,R. FOUNDATION PLAN SHEET S1•® SHEET 4 OF 10 AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN AND PERMANENT LATERAL SUPPORT DETAIL, GRADE OR CONC. SLAB, SEE PLAN. STEMWALL SCHEDULE CMU REINFORCING COURSES z 1 TO 6 #4 VERT. ® 48"0. C. 7 TO 10 #4 VERT. ® 24"O.C. _— � STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ, JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. .J TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) x-12" HOOK INTO SLAB. MONO SLAB FOOTING AT PORCHES, WHEN SPECIFIED ON PLAN. SLAB ON GRADE, SEE PLAN. #4 DOWEL TO MATCH VERT. STEMWALL REINFORCING (SEE SCHEDULE) w/ 6 \\ \\ 4 4 ,\ HOOK INTO FOOTING. LAP VERT 4 4 a 4. REINFORCING 25" IF STEMWALL IS \\ GREATER THAN (3) COURSES. CONT. CONCRETE FOOTING 8"d x 1 1—STORY, w/(2)#5 CONT. I. 10"d x 20"w1,2—STORY, w/(3)#4 OR (2)#5 CONT. STEMWALL FOOTING SCALE: 3/4" = 1'-0" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE _ CORNER BARS (TYPICAL) 12" HOOK INTO SLAB.--\ SLAB ON GRADE, SEE PLAN. 8" CMU STEM WALL W/ #4 VERTICAL DOWELS 0 48" O.C. 90' BEND INTO FTG. CONTINUOUS CONCRETE FOOTING STEMWALL AT GARAGE SCALE: 3/4" = 1'-0" 6x6 POST W/ABU66 W/ %" THREADED ROD EPDXIED 12" MIN. STEMWALL SEE 1/S1.01 GRADE OR CONC. SLAB, SEE PLAN. 12x12x8 CMU PIER w/2—#3 DOWEL BARS. FOOTING AT TOP OF SLAB SEE PLAN CONT, CONCRETE FOOTING " x " W/(2)#5 CONT. CMU PIER AT LANAI AND PORCH SCALE: 3/4" = 1'-0" SLAB ON GRADE— SEE PLAN LAB ON GRADE, SEE PLAN, 00 TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1—#5 CONT., PROVIDE SEE 7B/S1.01 CORNER BARS (TYP.) SEE ARCH PLAN , '`'er-lz ��_a 5�" SLAB ON a L — -_ _ _ GRADE, a, 4 ��----��/,lSEE PLAN. / \\ .J \�\\ SHOWER PAN SLOPES TO DRAIN, SEE ARCH PLAN. MAINTAIN 4" MIN. SLAB THICKNESS. f/ ' STEMWALL, SEE 1 /S1.01 \ s FOOTING W/ SHOWER RECESS (IF REQUIRED) 1" DEEP SAWCUT w/ SLAB ON GRADE, ELASTOMERIC SEALANT SEE PLAN NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 12' X�12' MAX. SQ. 2) SAWCUT CONC. SLAB WITHIN 4 TO 12 HOURS OF CONIC. PLACEMENT. SAW CUT DETAIL SCALE: 3/4" = 1'-0" THICKENED EDI w/ 1-#5 CON.. AT AC PAD E.J. MATERIAL MATCH DOOR WIDTH, SEE ARCH. Y4: RECESS 0 DRIVEWAY BY BUILDER 12" AT GARAGE SLAB ON GRADE, SEE PLAN, SLAB ON GRADE, SEE PLAN. 1#5 CONT. THICKENED SLAB AT GARAGE SCALE: 3/4" = 1'-0" WALL FRAMIN 2-#5 CONT. 4 . SLAB ON ------;�_T�_ - --_wA 4 GRADE, SEE PLAN. 00 ` . 4 OPTIONAL_/ 2" FLAIR 8"x20" w/(2)#5 CONT. BEARING AT INTERIOR SCALE: 3/4" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS, 8" CMU OPEN BOTTOM LINTEL BLOCK w/ 1-#5 CONTINUOUS GRADE- ^� ° 4 j SEE PLAN Q ° a • a °a • <; 4 3" CLEAR TYP 10"x20" w/ 2—#5 CONT, GARAGE STEM WALL (IF REQUIRED) SOLE PLATE ANCHOR, SEE 14/SO.1 8" CMU STEM WALL W/ #4 VERTICAL DOWELS 0 24" O.C. 90' BEND INTO FTG, CONTINUOUS CONCRETE FOOTING STEP, SEE ARCH. _ (4" MAX.) EQUAL TO SLAB THICKNESS. 7B @ SLAB RECESS WALL FRAMING STEP, SEE ARCH. PLAN. 12" MAX SLAB ON GRADE, 4 --'00 _ �_ /\ SEE PLAN. 81, ,, w/(2)#5 CONT. MONO. FOOTING AT STEP-DOWN SCALE: 3/4" = 1'-0" 10 2 �_ O U 0�0of cm -j �z In=U w <LLIe�IUQNO �COvmm�@� i 0 0 U IJ •''\,\C•E NS4:•. OG'% * : No 461 * _ ST E OF :• � 0 •L. 40R'.ID //-'ZONAL E���`���� '01/0111111110`� 07,01.19 Christopher I Sabourin PE FL PE#7146] PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W z d a' _— � _ W > Q o tl r � W 0 � U U ca O � zZULL FOOTING AT TOP OF SLAB SEE PLAN CONT, CONCRETE FOOTING " x " W/(2)#5 CONT. CMU PIER AT LANAI AND PORCH SCALE: 3/4" = 1'-0" SLAB ON GRADE— SEE PLAN LAB ON GRADE, SEE PLAN, 00 TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1—#5 CONT., PROVIDE SEE 7B/S1.01 CORNER BARS (TYP.) SEE ARCH PLAN , '`'er-lz ��_a 5�" SLAB ON a L — -_ _ _ GRADE, a, 4 ��----��/,lSEE PLAN. / \\ .J \�\\ SHOWER PAN SLOPES TO DRAIN, SEE ARCH PLAN. MAINTAIN 4" MIN. SLAB THICKNESS. f/ ' STEMWALL, SEE 1 /S1.01 \ s FOOTING W/ SHOWER RECESS (IF REQUIRED) 1" DEEP SAWCUT w/ SLAB ON GRADE, ELASTOMERIC SEALANT SEE PLAN NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 12' X�12' MAX. SQ. 2) SAWCUT CONC. SLAB WITHIN 4 TO 12 HOURS OF CONIC. PLACEMENT. SAW CUT DETAIL SCALE: 3/4" = 1'-0" THICKENED EDI w/ 1-#5 CON.. AT AC PAD E.J. MATERIAL MATCH DOOR WIDTH, SEE ARCH. Y4: RECESS 0 DRIVEWAY BY BUILDER 12" AT GARAGE SLAB ON GRADE, SEE PLAN, SLAB ON GRADE, SEE PLAN. 1#5 CONT. THICKENED SLAB AT GARAGE SCALE: 3/4" = 1'-0" WALL FRAMIN 2-#5 CONT. 4 . SLAB ON ------;�_T�_ - --_wA 4 GRADE, SEE PLAN. 00 ` . 4 OPTIONAL_/ 2" FLAIR 8"x20" w/(2)#5 CONT. BEARING AT INTERIOR SCALE: 3/4" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS, 8" CMU OPEN BOTTOM LINTEL BLOCK w/ 1-#5 CONTINUOUS GRADE- ^� ° 4 j SEE PLAN Q ° a • a °a • <; 4 3" CLEAR TYP 10"x20" w/ 2—#5 CONT, GARAGE STEM WALL (IF REQUIRED) SOLE PLATE ANCHOR, SEE 14/SO.1 8" CMU STEM WALL W/ #4 VERTICAL DOWELS 0 24" O.C. 90' BEND INTO FTG, CONTINUOUS CONCRETE FOOTING STEP, SEE ARCH. _ (4" MAX.) EQUAL TO SLAB THICKNESS. 7B @ SLAB RECESS WALL FRAMING STEP, SEE ARCH. PLAN. 12" MAX SLAB ON GRADE, 4 --'00 _ �_ /\ SEE PLAN. 81, ,, w/(2)#5 CONT. MONO. FOOTING AT STEP-DOWN SCALE: 3/4" = 1'-0" 10 2 �_ O U 0�0of cm -j �z In=U w <LLIe�IUQNO �COvmm�@� i 0 0 U IJ •''\,\C•E NS4:•. OG'% * : No 461 * _ ST E OF :• � 0 •L. 40R'.ID //-'ZONAL E���`���� '01/0111111110`� 07,01.19 Christopher I Sabourin PE FL PE#7146] PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W z W > Q o tl r � W 0 � U U = O � zZULL W Q LLJ LLL� = LLJ z U Z W C3�UW zz�--z W O z (/� <C U < W Q = z Q U � Q z � FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.ORR FOUNDATION DETAILS SHEET SHEET 5 OF 9 (2)2X6 SPF#2 POST 47, (4)2X6 SYP#2 POST 2-HTS1 STRAP BEAMS1�-EIV" _ __-A,I w/2 -MST 4-,_�TYP)_77\ I STRAP BEAMS EACH END w/2-MSTA24 (TYP) 44 P.T. SYP#2 POST w/ABU44. SEE DETAIL 5! 6/S2.2. (TYPICAL) J i N 1 2—HTS16 i I00 x N N ILL .�....__.. (2)2X6 SPF#2 `� # (2)2X10-2/2 00 SW: POST - -- cv SW: 3/6 I " _GIRDER ABOVE _ _ - _ _ (2)2x 1 /2 - -00. E _ 5 (2)2X6 SPF#2 {2)PLY 12" LVL -2/2 uo POST ( o STRAP HE - __. v...._. _. __ __. /�� W/1—MSTA24 EA END �� N 6tw (4)2X4 SPF#2 POST -GIRDER ABOVE - (5)2X4 SYP 2 T I GIRDER ABOV r I x N SW: 3/6 2)2x8-1 - - + (4)2X6 SYP#2 POST (4)2X6 SPF#2 POST AM ABOVE 70 1.8E PARALLAM PSL POST WITH ABU88Z w/2-5/8" THREADED ROD EPDXIED 6" MIN (3)2X6 SYP#2 POST ; GIRDER ABOVE- - o— VERY IMPORTANT NOTE: ABU MUST BE PACKED SOLID WITH HIGH—STRENGTH NON—SHRINK GROUT BELOW THE STAND OFF PLATE (2)2X12-2/2AGE III,� (2)PLY 12" LVL -2/21 --.--------GARAGE --- HE^ iF SEE DETAIL 1 /SO.2. SEE DETAIL SEE DE:TAIL SEE 5/SO.1 FOR 1 /S0.2. BEAM CONN. —/ 64 (TYPICAL) 04I i 0 X N 0-4 i (2)2X4 SPF#2 POST (2)2X10— (2)2X6 SPF#2 POST GIRDER ABOVE a 01111A. (2)2X10-2/2 I SW: 3/6 i N N (2)2X12 (2)2X12 FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4"- i'-0" f x N N 1� 1 3 Z C14 co ~ 3 N (/y N (4)2X6 SYP#2 POST 2-HTS1 STRAP BEAMS1�-EIV" _ __-A,I w/2 -MST 4-,_�TYP)_77\ I STRAP BEAMS EACH END w/2-MSTA24 (TYP) 44 P.T. SYP#2 POST w/ABU44. SEE DETAIL 5! 6/S2.2. (TYPICAL) J i N 1 2—HTS16 i I00 x N N ILL .�....__.. (2)2X6 SPF#2 `� # (2)2X10-2/2 00 SW: POST - -- cv SW: 3/6 I " _GIRDER ABOVE _ _ - _ _ (2)2x 1 /2 - -00. E _ 5 (2)2X6 SPF#2 {2)PLY 12" LVL -2/2 uo POST ( o STRAP HE - __. v...._. _. __ __. /�� W/1—MSTA24 EA END �� N 6tw (4)2X4 SPF#2 POST -GIRDER ABOVE - (5)2X4 SYP 2 T I GIRDER ABOV r I x N SW: 3/6 2)2x8-1 - - + (4)2X6 SYP#2 POST (4)2X6 SPF#2 POST AM ABOVE 70 1.8E PARALLAM PSL POST WITH ABU88Z w/2-5/8" THREADED ROD EPDXIED 6" MIN (3)2X6 SYP#2 POST ; GIRDER ABOVE- - o— VERY IMPORTANT NOTE: ABU MUST BE PACKED SOLID WITH HIGH—STRENGTH NON—SHRINK GROUT BELOW THE STAND OFF PLATE (2)2X12-2/2AGE III,� (2)PLY 12" LVL -2/21 --.--------GARAGE --- HE^ iF SEE DETAIL 1 /SO.2. SEE DETAIL SEE DE:TAIL SEE 5/SO.1 FOR 1 /S0.2. BEAM CONN. —/ 64 (TYPICAL) 04I i 0 X N 0-4 i (2)2X4 SPF#2 POST (2)2X10— (2)2X6 SPF#2 POST GIRDER ABOVE a 01111A. (2)2X10-2/2 I SW: 3/6 i N N (2)2X12 (2)2X12 FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4"- i'-0" f x N N i 00 x N N 00N SHEARWALL NOTE: SW: 3/6 N SW: 3/6 DESIGNATES SHEARWALL NAILING - 8d ® 3" EDGE AND 6" "FIELD" SOLE PLATE ANCHORS - SEE SCHEDULE ON ON DETAIL 4/SO.0 44 P.T. SYP#2 POST w/ABU44. SEE DETAIL 6/S2.2. (TYPICAL) SYMBOLS LEGEND DESIGNATES SHEARWALL, Tr,.E HIDDEN UNE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. 8d 0 j DESIGNATES 8d COMMONS 0 3" O.C. EDGE & 6" O,C, "IN THE FIELD" Qz �Jo0 O� cn Lo Z L -L1 tL j = = W WNUQNrn o �Dm C�U'�' i �zN<rn� (n LLi 1����1►111111r,,, ��$��`':.••�.�C•E.NSF•. �G * 1461 ST E .����0 . • FC 0 R•I O P,. ��<v``�� r �rrrullnl���� 07.01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 107.01.191 I REVISIONS I DATE W 1� 1 3 Z C14 co ~ I X = N N � v= N � to J C:� L_ W ct� U U N 0 i 00 x N N 00N SHEARWALL NOTE: SW: 3/6 N SW: 3/6 DESIGNATES SHEARWALL NAILING - 8d ® 3" EDGE AND 6" "FIELD" SOLE PLATE ANCHORS - SEE SCHEDULE ON ON DETAIL 4/SO.0 44 P.T. SYP#2 POST w/ABU44. SEE DETAIL 6/S2.2. (TYPICAL) SYMBOLS LEGEND DESIGNATES SHEARWALL, Tr,.E HIDDEN UNE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. 8d 0 j DESIGNATES 8d COMMONS 0 3" O.C. EDGE & 6" O,C, "IN THE FIELD" Qz �Jo0 O� cn Lo Z L -L1 tL j = = W WNUQNrn o �Dm C�U'�' i �zN<rn� (n LLi 1����1►111111r,,, ��$��`':.••�.�C•E.NSF•. �G * 1461 ST E .����0 . • FC 0 R•I O P,. ��<v``�� r �rrrullnl���� 07.01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 107.01.191 I REVISIONS I DATE W Z W ^/ I� O C:� L_ W ct� U U = 0 z U U n, W � Q W W U z W Q U U W m W oz Q U < rY W < z z Q _D U Q FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FIRST LEVEL WALL FRAMING PLAN SHEET SIM SHEET 6 OF 10 PORCH CEILING SHEATHING AT POTmt,A 1`1100r) nG TDI ICC CCC -- - FIRST FLOOR TRUSS PLACEMENT PLAN SCALE: 1/4" - 1'-0" SYMBOLS LEGEND HTS16 I DESIGNATES UPLIFT CONNECTION, FRAWNO PLAN NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN, MIN, (1)SDWC CONNECTOR, 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SU 4. WHEN USING (2)H2.5T CLIPS ON 1'A" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER, TRUSS FASTENING DETAILS STUDDIRECTLY BELOW TRUSS SDWC1 TOP PLATE TO STUD SDWC15600 TRUSS TIE DOWN WITH SIMPSON SDWC F UD DIRECTLYLOW TRUSS SDWC15600 Rafter to Top Plate shown Truss to Top Plate similar Optimal 22)z 10' 0'30' h"Max TOP PLATE TO STUD SDWC15600 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. I SIMPSON SDWC INSTALLATION RANGE STUD NOT DIRECTL BELOW TRUSS detail SDWC INSTALLATION Rafter to Top Plate shown (Truss to Top Plate similar) JISTUD BELOWN�RUSS DIRECTL ®Do not install SDWC in hatched area SDWC15600 Overhang 1 1/2" MIN 2" MAX SDWC INSTALLATION RANGE X'" minimum edge distance for full values (with or without a plate splice) A' from top plate splice Offset for full values Rafter or Truss Splice may be in upper or lower plate SDWC AT TOP PLATE SPLICE NOT Qz 0 CN Cn rZ W�Wtr7=U 1 LJ W N Ug N m Z Q m M q U) LIJ U ��I R IJ ISS 5 ••�.C�ENSF•..OG'% v y: N 461 i = .p STA W. 1111111111100 07.01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No, 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W Q' O Z W Q' O U U = O n W Q m W W U U U zz�m Woz <C U � W Z z � � U N � Q V J FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E,O.R. 1st FLOOR TRUSS PLACEMENT PLAN SHEET S12 SHEET 7 OF 10 SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW. T \ I, I 00 N (3)2X6 SPF#2 POST (2)2x6-1 N U 2X6 ® 12" O.C. .LOON FRAME H SEC 10/S0.2 SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW. (3)2X6 SPF#2 POST CS18 ® BOTTOM OF STUD WHERE NOTED. SEE DETAIL AT BOTTOM RIGHT OF PAGE. W � d o _ o 2- N �O O J 0 3J a ~ ¢ W N W J a 0 o CONVENTIONAL STRAP WALL TO Z m TRUSS BELOW PER DETAIL 5/S0.2 uj zN U (2)2x6-1 /1 (2)2x6 1i Ili C7 O� �I O O � O t ( (I (2)2x10-2/2 (2)2x10-2/2 2 -CSI F ------------------- (2 1 ------ --= -------=-�-- CONVENTIONAL STRAP WALL TO TRUSS BELOW PER DETAIL 6/S0.2 SHEARWALL NOTE: SW: 3/6 SW: 3/6 DESIGNATES SHEARWALL NAILING - 8d ® 3" EDGE AND 6" "FIELD" SOLE PLATE ANCHORS - SEE SCHEDULE ON ON DETAIL 4/S0.0 SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW. (3)2X6 SPF#2 POST (2)2x6-1/1 SECOND LEVELWALL FRAMING PLAN SCALE: 1/4" m 1'-0" SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW. (2)2X6 SPF#2 POST 1(2)2x6-1 /1 IS- Ell N i i (3)2X6 SPF _.. -- . P.o: GI ER (2)2x6-1/2 CONVENTIONAL STRAP WALL TO TRUSS BELOW PER DETAIL 6/S0,2 r- 2-CS18 ISI SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW, SYMBOLS LEGEND DESIGNATE SHEARWALL. THE HIDDEN LINE 4-al3 6 DESIGNAT.S SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED, 8d 0 a DESIGNATES 8d COMMONS 0 3" O.C, EDGE & 6" D.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER OF (2)2x8-1/2 PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. BEAM OR TRUSS, SEE PLAN INTERIOR LOAD BEARING WALL ANCHOR LEGEND x%" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 13/SO,1 X5 %" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 13/SO.1 ® %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 13/SO.1 %" A307 DIAMETER THREADED ROD (95 TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 13/SO.1 - SIMPSON HTT5 SEE DETAIL 15/S0,1 • SIMPSON DTT2Z SEE DETAIL 15/SO,1 SIMPSON LTT20B SEE DETAIL 15/SO.1 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 91-11, 2x4 SPF#2 ® 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-1 TO 14'-0 2x6 SPF#2 ® 16" O.C. INTERIOR 10'-0" 2x4 SPF#2 ® 16" O.C. MAX # INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. QC MAX 2x4 SPF#2 ® 12" O.C. 1,) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS, 3.) SPF DENOTES SPRUCE PINE FIR,. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES, 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS 0 16" O.C. MINIMUM, SEE 3/SO,O FOR ADDITIONAL ANCHORS AT SHEARWALLS COMBINED USE PANEL NOTES 1, EXTERIOR WALL SHEATHING SHALL BE EXTEND TO UPPER MOST TOP PLATE. SEE DETAIL 9/SO.1 FOR SHEATHING SPLICE LOCATIONS FOR MULTI STORY CONDITIONS 2. SEE SHEET SO.0 FOR WALL SHEATHING SPECIFICATIONS, 3. INSTALL SOLE PLATE ANCHORS PER DETAIL 14/SO.1 GENERAL NOTES 1. SEE DETAIL 2/SO.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/SO.1 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.0 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 6/SO.1 6, FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 6/SO.1 7. AT PORCHES, SEE DETAIL 4/SO.1 FOR FRAMING AND HOLD DOWNS CS18 STRAPPING DETAIL CS18 STRAP w/ 10" oC) END LENGTH, FASTEN C> 0 uj THIS END w/ 9-10d. LO N U N O XI -X0 WALL FRAMING 1 I a J O J <d NO NAILS REQUIRED FLOOR 4 3 W W OR JOIST. L_ L WALL FRAMING -/W CIDN N 'o ^ CS18 STRAP w/ 10" '- � M W Q THIS END w/ 9-10d. W� W W Z M J 1 U Q C� U �4 LJ i i (3)2X6 SPF _.. -- . P.o: GI ER (2)2x6-1/2 CONVENTIONAL STRAP WALL TO TRUSS BELOW PER DETAIL 6/S0,2 r- 2-CS18 ISI SHEATH WALL THRU LOWER ROOF TO BOTTOM OF GIRDER BELOW, SYMBOLS LEGEND DESIGNATE SHEARWALL. THE HIDDEN LINE 4-al3 6 DESIGNAT.S SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED, 8d 0 a DESIGNATES 8d COMMONS 0 3" O.C, EDGE & 6" D.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER OF (2)2x8-1/2 PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. BEAM OR TRUSS, SEE PLAN INTERIOR LOAD BEARING WALL ANCHOR LEGEND x%" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 13/SO,1 X5 %" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 13/SO.1 ® %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 13/SO.1 %" A307 DIAMETER THREADED ROD (95 TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 13/SO.1 - SIMPSON HTT5 SEE DETAIL 15/S0,1 • SIMPSON DTT2Z SEE DETAIL 15/SO,1 SIMPSON LTT20B SEE DETAIL 15/SO.1 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 91-11, 2x4 SPF#2 ® 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-1 TO 14'-0 2x6 SPF#2 ® 16" O.C. INTERIOR 10'-0" 2x4 SPF#2 ® 16" O.C. MAX # INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. QC MAX 2x4 SPF#2 ® 12" O.C. 1,) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS, 3.) SPF DENOTES SPRUCE PINE FIR,. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES, 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS 0 16" O.C. MINIMUM, SEE 3/SO,O FOR ADDITIONAL ANCHORS AT SHEARWALLS COMBINED USE PANEL NOTES 1, EXTERIOR WALL SHEATHING SHALL BE EXTEND TO UPPER MOST TOP PLATE. SEE DETAIL 9/SO.1 FOR SHEATHING SPLICE LOCATIONS FOR MULTI STORY CONDITIONS 2. SEE SHEET SO.0 FOR WALL SHEATHING SPECIFICATIONS, 3. INSTALL SOLE PLATE ANCHORS PER DETAIL 14/SO.1 GENERAL NOTES 1. SEE DETAIL 2/SO.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/SO.1 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.0 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 6/SO.1 6, FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 6/SO.1 7. AT PORCHES, SEE DETAIL 4/SO.1 FOR FRAMING AND HOLD DOWNS CS18 STRAPPING DETAIL CS18 STRAP w/ 10" oC) END LENGTH, FASTEN C> 0 uj THIS END w/ 9-10d. LO N U N O 0 WALL FRAMING 130 I a J O J <d NO NAILS REQUIRED FLOOR IN CLEAR SPAN TRUSSES W W OR JOIST. L_ L WALL FRAMING -/W z 'o W CS18 STRAP w/ 10" END LENGTH. FASTEN Q THIS END w/ 9-10d. Qz oC) mO��N C> 0 uj W LO N U N O Q�cn �Qmm:� Q W I zU U) W <d r _ U ,111111111111/// ♦���QNER J. sq'% ♦ \C + O'er ENSF'••. No. 61 S OF %SSjOINAL ,,.��♦ 07.01.19 Christopher I Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE Z W O � r-) W W L_ L O z z U W W Q W� W W Z M z W U Q C� U W LJ Q U QW z � U N � � Q FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SC_ DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E,O,R SECOND LEVEL WALL FRAMING I PLAN � SHEET S1.3 SHEET 8 OF 10 r TRUSS WALL, (2)HTS1E GABLE END BRACING DETAIL r4U 2-s 2,' CHORE TRUSS /ROOF 1-, 1-11 ..,,.", , ,,.W 1. FASTEN TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12D TOENAILS & 1—SIMPSON SDWC15600 SCREW, UNLESS OTHER WISE NOTED. ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" - 1'-0" 4 BLOCKING ® 48" O.C. STEN TO TRUSS 1—SDWC15450, FASTEN TO PLATE w/H2.5 WALL SHEATHING SYMBOLS LEGEND HTS16 I DESIGNATES UPLIFT CONNECTION, FRALWO I 1 NOTES 1. FOR TYPICAL ROOF SHEATHING AND MA". SEE SHEET SO.0, 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN, MIN, (1)SDWC CONNECTOR, 3. FOR GENERAL DESIGN SPECIFTCATONS SEE SHEET JU 4. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. TRUSS FASTENING DETAILS STUD DIRECTLY BELOW TRUSS TOP PLATE TO SDWC15600J STUD SDWC15600 TRUSS TIE DOWN WITH SIMPSON SDWC Rafter to Top Plate shown Truss to Top Plate similar Optimal 221¢' STUD DIRECTLY BELOW TRUSS SDWC15600 h'Max TOP PLATE TO STUD SDWC15600 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. SIMPSON SDWC INST, F;T;u D NOT DIRECTLLOW TRUSS 11 2a SDWC INSTALLATION Rafter to Top Plate shown (Truss to Top Plate similar) TION RANGE STUD NOT DIRECTL ®Do not install SDWC in hatched area 1 1/2" MIN 2" MAX SDWC INSTALLATION 4' minimum edge distance for full values (with or without a plate splice) X' from top plate splice Offset for full values SDWC15600 E Rafter or Truss Splice may be in upper or lower plate SDWC AT TOP PLATE SPLICE STUD NOT DI \��.���• ; . �� C •E N S�;•.�OG.. *; Al 61 *= i F �J0•., 4, 07.01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W ��o0 �NM �y0Qz WI--W4W LJJNUUN0 z Qz<Mcn I— VLOX�� I—Z (n LJ o< �Lo C v \��.���• ; . �� C •E N S�;•.�OG.. *; Al 61 *= i F �J0•., 4, 07.01.19 Christopher J Sabourin PE FL PE#71461 PLAN NAME NELSON RESIDENCE SSE No. 19-0203 ISSUE DATE PERMIT 07.01.19 REVISIONS DATE W Z I— W Q U U = O z z U LL_ W Q m W z LJJ U Q U � U W zzF--m 1110 z <C U QW z Q �__j U Q r� V l FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS, ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, SCALING . DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. ROOF TRUSS PLACEMENT PLAN SHEET SIA SHEET 9 OF 1n � I 1 1721 ATLANTIC BEACH DRIVE ATLANTIC BEACH FLORIDA I. fr`J 0 ALL DRAWINGS AND SPECS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROY WILLIAMS ARCHITECT, INC. THESE PLANS AND SPECS SHALL NOT BE DUPLICATED, REPRODUCED OR REVISED IN ANY WAY WITHOUT THE WRITTEN CONSENT OF ROY WILLIAMS ARCHITECT, INC. ANY REVISION, ADDITION OR DELETION TO THE SCOPE, DESIGN, OR INTENT BY ANYONE OTHER THAN ROY WILLIAMS ARCHITECT, INC. WILL ABSOLVE ROY WILLIAMS ARCHITECT, INC. FROM ANY RESPONSIBILITY, SUITS, LITIGATION, OR LIABILITY CLAIMS RELATED TO THE PROJECT. CONTRACTOR OWNER SHALL INSPECT i VERIFY THE SCOPE OF i. 1 CHECK,, DIMENSIONS PRIOR TO CONSTRUCTION. ANY ADDITIONAL WORK APPARENT DURING FIELD INSPECTION BUT NOT SPECIFICALLY NOTED ON THE WRAWINGS SHALL BE CONSIDERED AS PART OF THE SCOPE OF WORK. ALL MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. FLORIDA RESIDENTIAL BUILDING CODE— 2017 W/ AMENDMENTS FLORIDA PLUMBING CODE -2017 NFPA 70A NATIONAL ELECTRIC CODE 1. ALL ANGLED PARTITIONS ARE DEGREES UNLESS OTHERWISE NOTED. 2 ALL EXTERIOR DIMENSIONS ARE O FACE OF STUDSOR CMU UNLESS OTHERWISE NOTED. WINDOW- TO VERIFY AT LEAST ONE WINDOW IN ALL BEDROOMSTO EGRESSCLEAR OPENING f i. DIMENSION OF 1 i WIDTH;IN NOT a THAN ABOVE FLOOR. r PROVIDE i«• EVERY 8'-0" VERTICALLY IN WALLS > 8. ALL _k TO BE SPACED 5 SUCH THAT A 4" SPHERE CANNOT PASS BETWEEN 1 EQUIPMENTALL « / a 1 MECHANICAL METERS ARE SUBJECT O RELOCATION DUE TO FIELD CONDITIONS; i'' CONTRACTOR i PROVIDE iii- • MIN CLEAR OPENING AT DOWNSTAIR BATHROOM • PROVIDE 5/8" TYPE Y GYPSUM BOARD IN GARAGE rk REQUIRED .. ii. 10 SLOPE k'Aii- TO OVERHEAD GARAGE iii"' OPENING. 11 ALL HANDRAIL i BE A MIN. OF a FROM ADJACENT WALKING SURFACE 12 ALL STUCCO TO MEET ASTM REQUIREMENTS STUCCO CONTROL i PER CODE 13 ALL iii IN CONTACT CONCRETEP.T. 14 ALL DOOR AND WINDOWS AS SELECTED BY OWNER/DEVELOPER 15 INTERIOR FINISHES AS SELECTED BY OWNER 16 17 SLOPE SIDEWALK TO DRAIN WATER TOWARDS OR STREET 18 ALL WINDOWS FIXED UNLESS NOTED OTHERWISE ON PLAN 19 DOOR HARDWARE AS SELECTED BY OWNER 20 GALV FLASHING AT ALL ROOF WALL CONNECTIONS 21 DOORS OPENING INTO HOME FROM GARAGE ARE REQ. TO BE 20 MUN FIRE RATED DOORS OR SOLID WOOD WOOD DOOR NOT LESS THAN 1 3/8" OR BE SOLID OR HONEY COMB CORE STEEL DOORS NOT LESS THAN 1 3/8" IN THICKNESS 22 VERIFY WITH STRUCTURAL DRAWINGS REQUIRED DISTANCE BETWEEN WINDOWS FOR STUDS, CRIPPLES ETC 23 ALL WINDOWS TO BE DO REQUIRED BY CODE 24PROVIDE 2 X KNEE WALLiCOUNTERS AS REQUIRED COVERPAGE S-1 ARCHITECTURAL SITE PLA A-1 FIRST FLOOR PLAN A-2 SECOND FLOOR PLAN A-3 ELEVATIONS A-4 ELEVATIONS A-5 ROOF PLAN A-6 WALL SECTIONS A-7 WALL SECTIONS A-8 WALL SECTIONS A-9 WALL SECTIONS A-10 DETAILS A-11 DETAILS A-12 DETAILS E-1 FIRST FLOOR ELECTRICAL PLAN E-2 SECOND FLOOR ELECTRICAL PLAN 0F7F1C E (DOPY Approved By Permit Dosk :30ding Department City of Atlarilic Beach, FL 2 a U ¢ O a U U 3 ¢ i tx! to 00 0) Go 1 N N d- o> z O i a co 0 N LLL W z f= D c� cov7 d 3 D O to m N This drawing is on instrument of service and property of Roy Williams Architect,ir and shall remain their property. The use of this drawing shall be re- stricted to the a incd sits for which it is prepared and publication thereof is expressly limited to such use. Date: 9/22/2ota Scale: Drawn: CW Checked: RCW Sheet No: C-1 - — ilk &i z 0 La W > Ld < oe O W L'i C4 La Lu w W Z S -j LjLA ne cic STAIR TO COMPLY WITH THE FLORIDA BUILDING CODE STAIR TO HAVE A MIN. 10" TREAD WIDTH 18 RISERS AT APPROY, 7.611" EACH — VERIFY WITH FINAL FLOOR TRUSS DRAWINGS 17 TREADS— 10" WIDE WITH 3/4" NOSING 36" HIGH HANDRAILS TO BE PROVIDE ON AT LEAST ONE SIDE OF STAIR ROUND HANDRAILS TO BE A MIN. 1 1/4" DIA AND MAX. OF 2" NON CIRCULAR HANDRAILS SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4" AND NOT GREATER THAN 6 1/4" WITH A MAX. CROSS SECTION OF DIMENSION OF 2 1/4" ALL GLAZING IN DOORS AND SIDE LITES, SHOWER TO BE TEMPERED BEDROOMS TO HAVE EGRESS SIZE WINDOWS PER CODE DOORS OPENING INTO HOME FROM GARAGE ARE REQ. TO BE 20 MUN FIRE RATED DOORS OR SOLID WOOD WOOD DOOR NOT LESS THAN 1 3/8" FACE OF FOUNDATION OR BE SOLID OR HONEY COMB CORE STEEL DOORS Q REV ,#1 8/13/19 BUILDING DEPARTMENT COMMMENTS NOT LESS THAN 1 3/8" IN THICKNESS ROD AND SHELF TYPICAL AT ALL CLOSETS SEE STRUCTURAL DRAWINGS FOR BEARING WALLS, SHEAR WALLS ILL PLUMBING WALLS ARE 2 X 6 - OTHER INTERIOR WALLS ARE 2 X 4 WOOD STUD WALLS OR AS PER THE STRUCTURAL DRAWINGS I 5" WIDE WOOD TRIM PAINTED AT DOORS - ADJUST FLOOR PLAN IF HOME OWNER REQUIRED WIDER DOOR TRIM ALL SHOWERS TO RECEIVE TEMPERED SHOWER GLASS/DOOR ENCLOSURES ROD AND WIRE SHELF AT ALL CLOSETS UNO 5 WIRE SHELFS AT RESTROOM CLOSETS 36- .......... �--- STAIR RAILINGS OR BALCONY, GUARD RAILINGS TO CONSTRUCTED TO WITHSTAND A CONCENTRATED POINT LOAD OF 100 POUNDS APPLIED AT ANY POINT ALONG THE RAILING ANY DIRECTION. MUST ALSO WITHSTAND A UNIFORM LOAD , NOT CONCURRENTLY WITH THE CONCENTRATED LOAD , OF 50 POUNDS PER LINEAR FOOT APPLIED ALONG THE RAIL IN ANY DIRECTION. INTERMEDIATE BALCONY RAILS AND POST SHALL WITHSTAND A HORIZONTAL LOAD 0 F 50 POUNDS APPLIED AGAINST ANY ONE SQUARE FOOT AREA , NOT CONCURRENTLY WITH THE OTHER LOADS, 3640 489_._89$ 12'— 1 0" I 4 RISERS AT 6" EACH TREADS AT 12" EACH 0 � ^I 162-52$ 132-6" 9ar PATIO 6— 9 3- 3 60 SH SINK ® PR3080 0 29" CLEAR OPENING, - I TILE ;� o co n 2080 3080 33-9, 8'- 7 99 \-----�I 14'-119} BREAKFAST HARDWOOD 4a®97 KITCHEN HARDWOOD I I rn I 0 o I I I Q o I I I I I I I I 3080 co WIINECOOLER I c� I MUD RVI I R --20808F TILE Ln PANTRY CAB I LOCKERS 3080 4 RISERS AT 6" EACH tri 0 TREADS AT 11" EACH I 0 14,-1195 GARGAGE SLOPE M24 1/8" PER FT 2 [n 0 0 r� P COLUMN PER STRUCTURAL DRAWINGS 8' X 16' OVERHEAD DOOR PAVERS 21)-6)$ 8' X 9' OVERHEAD DOOR B 0j 0 I N 2'- 9' 2,_69, PAVERS 14'-0" "I % - TRUSS FACE SITS" BACK FROM CMU STEM WALL FACE TYPICAL WALL OPENING A } 84 PAVERS OVER CONCRETE SLAB PATIO FP O I I � I 3s�®ya 3- 4080 WIDE GLASS SLIDERS I --------------------------------- 18$—l" FACE OF FOUNDATION I I ■I■ I 1 12" STEP UP I 1 I ' FAMILY ROOM I I i HARDWOOD I � I I TRAY I I I I I I I I 1 I I I I I I i I 1 I I I ' - 6' L.. ----_....—......--......--.---.__—.—__....-------...W.__... ......—...... 0 0 `'-j =H B I PR2880 cn 0 c€� 0 �\ OFFICE 0-) STAIRS UP PD I co C4 N ENTRY HARDWOOD 0 Q 0 I 0� 71-109$ 9 FRONT PORCH 7'- 8 5r:_ CENTER ON OPENING WIC c ARPET 1 00 N 5' _ fl,} LLW X 's# 0 N I n � a TILE 0 N I 0 (0 N GUEST BED CARPET V) VENT LESS FIRE PLACE WALL OPENING J ce.9 N Lo I 7'-3 PR3060 1 49®6" 8 0 1 A5 1 PAVERS OVER CONCRETE SLAB ; in FACE OF FOUNDATION CENTER OF COLUMN/BEAM IS 8" FROM FACE OF CMU +_ TYPICAL AT FRONT TRUSS FACE SIT " BACK FROM CMU STEM WALL FACE TOTAL IMPERVIOUS COVERED AREA 3,864 S.F. TYPICAL 22'- ,y 88 RAILING OMITTED FOR CLARITY TOTAL AC AREA AT FIRST AND SECOND FLOOR 3,946 S.F. R I I � co n w CU #2 rn 00 l Cn N STONE 0 Cup a • TRASH/ CU AREA ®o INSTANT HEAT WATER SYSTEM 9'-2" 3640 489_._89$ 12'— 1 0" I 4 RISERS AT 6" EACH TREADS AT 12" EACH 0 � ^I 162-52$ 132-6" 9ar PATIO 6— 9 3- 3 60 SH SINK ® PR3080 0 29" CLEAR OPENING, - I TILE ;� o co n 2080 3080 33-9, 8'- 7 99 \-----�I 14'-119} BREAKFAST HARDWOOD 4a®97 KITCHEN HARDWOOD I I rn I 0 o I I I Q o I I I I I I I I 3080 co WIINECOOLER I c� I MUD RVI I R --20808F TILE Ln PANTRY CAB I LOCKERS 3080 4 RISERS AT 6" EACH tri 0 TREADS AT 11" EACH I 0 14,-1195 GARGAGE SLOPE M24 1/8" PER FT 2 [n 0 0 r� P COLUMN PER STRUCTURAL DRAWINGS 8' X 16' OVERHEAD DOOR PAVERS 21)-6)$ 8' X 9' OVERHEAD DOOR B 0j 0 I N 2'- 9' 2,_69, PAVERS 14'-0" "I % - TRUSS FACE SITS" BACK FROM CMU STEM WALL FACE TYPICAL WALL OPENING A } 84 PAVERS OVER CONCRETE SLAB PATIO FP O I I � I 3s�®ya 3- 4080 WIDE GLASS SLIDERS I --------------------------------- 18$—l" FACE OF FOUNDATION I I ■I■ I 1 12" STEP UP I 1 I ' FAMILY ROOM I I i HARDWOOD I � I I TRAY I I I I I I I I 1 I I I I I I i I 1 I I I ' - 6' L.. ----_....—......--......--.---.__—.—__....-------...W.__... ......—...... 0 0 `'-j =H B I PR2880 cn 0 c€� 0 �\ OFFICE 0-) STAIRS UP PD I co C4 N ENTRY HARDWOOD 0 Q 0 I 0� 71-109$ 9 FRONT PORCH 7'- 8 5r:_ CENTER ON OPENING WIC c ARPET 1 00 N 5' _ fl,} LLW X 's# 0 N I n � a TILE 0 N I 0 (0 N GUEST BED CARPET V) VENT LESS FIRE PLACE WALL OPENING J ce.9 N Lo I 7'-3 PR3060 1 49®6" 8 0 1 A5 1 PAVERS OVER CONCRETE SLAB ; in FACE OF FOUNDATION CENTER OF COLUMN/BEAM IS 8" FROM FACE OF CMU +_ TYPICAL AT FRONT TRUSS FACE SIT " BACK FROM CMU STEM WALL FACE TOTAL IMPERVIOUS COVERED AREA 3,864 S.F. TYPICAL 22'- ,y 88 RAILING OMITTED FOR CLARITY TOTAL AC AREA AT FIRST AND SECOND FLOOR 3,946 S.F. z w c� L /0� d/ z w a - w 0 z 0 J M rn 00 Uj ILId This drawing is an instrument of service and property of Roy Williams Architect Inc and shall remain their property. The use of this drawing shall be re— stricted to the origfinal site for which it is prepared and publication thereof is expressly limited to such use. Date: 3/4/19 Scale: 1/4" =1'—Q" Drawn: RCW Checked: RCW Sheet Ida: - OF - I n rn 00 N 0 • ®o M w L� l c� r~Con I� 0000 w H la ---1 w zi H � rnCon N z w c� L /0� d/ z w a - w 0 z 0 J M rn 00 Uj ILId This drawing is an instrument of service and property of Roy Williams Architect Inc and shall remain their property. The use of this drawing shall be re— stricted to the origfinal site for which it is prepared and publication thereof is expressly limited to such use. Date: 3/4/19 Scale: 1/4" =1'—Q" Drawn: RCW Checked: RCW Sheet Ida: - OF - I • i z w c� L /0� d/ z w a - w 0 z 0 J M rn 00 Uj ILId This drawing is an instrument of service and property of Roy Williams Architect Inc and shall remain their property. The use of this drawing shall be re— stricted to the origfinal site for which it is prepared and publication thereof is expressly limited to such use. Date: 3/4/19 Scale: 1/4" =1'—Q" Drawn: RCW Checked: RCW Sheet Ida: - OF - STAIR TO COMPLY WITH THE FLORIDA BUILDING CODE STAIR TO HAVE: A MIN. 10" TREAD WIDTH 18 RISERS AT APPROX. 7.611" EACH - VERIFY WITH FINAL FLOOR TRUSS DRAWINGS 17 TREADS- 10" WIDE WITH 3/4" NOSING 36" HIGH HANDRAILS TO BE PROVIDE ON AT LEAST ONE SIDE OF STAIR ROUND HANDRAILS TO BE A MIN. 1 1/4" DIA AND MAX. OF 2" NON CIRCULAR HANDRAILS SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4" AND NOT GREATER THAN 6 1/4 WITH A MAX. CROSS SECTION OF DIMENSION OF 2 1/4" ALL GLAZING IN DOORS AND SIDE LITES, SHOWER TO BE TEMPERED BEDROOMS TO HAVE EGRESS SIZE WINDOWS PER CODE DOORS OPENING INTO HOME FROM GARAGE ARE REQ. TO BE 20 MUN FIRE RATED DOORS OR SOLID WOOD WOOD DOOR NOT LESS THAN 1 3/8" OR BE SOLID OR HONEY COMB CORE STEEL DOORS NOT LESS THAN 1 3/8" IN THICKNESS ROD AND SHELF TYPICAL AT ALL CLOSETS SEE STRUCTURAL DRAWINGS FOR BEARING WALLS, SHEAR WALLS PLUMBING WALLS ARE 2 X 6 - OTHER INTERIOR WALLS ARE 2 X 4 WOOD STUD WALLS OR AS PER THE STRUCTURAL DRAWINGS I DO 5" WIDE WOOD TRIM PAINTED AT DOORS - ADJUST FLOOR PLAN IF HOME OWNER REQUIRED WIDER DOOR TRIM ALL SHOWERS TO RECEIVE TEMPERED SHOWER GLASS/DOOR ENCLOSURES X ROD AND WIRE SHELF AT ALL CLOSETS LINO 5 WIRE SHELFS AT RESTROOM CLOSETS 1 3 " 0 i LO STAIR RAILINGS OR BALCORT, GUARD RAILINGS TO CONSTRUCTED TO WITHSTAND A CONCENTRATED POINT LOAD OF 100 POUNDS APPLIED AT ANY POINT ALONG THE RAILING ANY DIRECTION. MUST ALSO WITHSTAND A UNIFORM LOAD , NOT CONCURRENTLY WITH THE CONCENTRATED LOAD OF 50 POUNDS PER LINEAR FOOT APPLIED ALONG THE RAIL IN ANY DIRECTION. INTERMED�ATE BALCONY RAILS AND POST SHALL WITHSTAND A HORIZONTAL LOAD 0 F 50 POUNDS APPLIED AGAINST ANY ONE SQUARE FOOT AREA , NOT CONCURRENTLY WITH THE OTHER LOADS. I I I t-9 = 1 l .n 0 cn Q O Www N � I CU #2 w d- 0 aF Z0' _ cn STONE M CU#1 0 TRASH/ CU AREA n INSTANT HEAT WATER SYSTEM q/ -2s1 H 3640 HB 48'— 8" 12'— 10" I o � I 4 RISERS AT 6" EACH TREADS AT 12" EACH v ZIP �0 0 I 16,-5" 13a-611 PATIO 61-9" 3- 3060 SH TRUSS FACE SITS 4" BACK FROM CMU STEM WALL FACE TYPICAL FACE OF FOUNDATION 0 11— y1 WALL OPENING PAVERS OVER CONCRETE SLAB PATIO FP 0 I 201-51y HB SINK111 V s (\/ /`�Jj PR3080 BREAKFAST HARDWOOD 0 I CD TILE N38 2080 00 03 a — 9y 8'-711 I 4'—011 14'-11" 9 ^ 8 I i6J1 I KITCHEN I HARDWOOD i i I o a I 1 I O O I I I I 1 I i € 3080 �% s WINECOOLER MUD RM � R2080BF I I TILE 51-2" In I PANTRY CAB( W LOCKERS 3080 4 RISERS AT 6" EACH In TREADS AT 11" EACH I 0 0 Of a. 14'-11" GARGAGE SLOPE MIN 1/8 PER FT 0 c0 0 n Of CL COLUMN PER STRUCTURAL DRAWINGS 21—^a/ 8'-X 16' OVERHEAD DOOR PAVERS 21'-6" FIRST FLOOR GROSS AC AREA 2,070 S.F. 8' X 9' OVERHEAD DOOR _ HB 21-911 PAVERS 141®011 4 RISERS AT APPDX 6" TALL 11" WIDE MIN TREADS — CENTER ON ON OPENING 0 pI 0 � 1 i, I — 8 . ... .... .....(.a 31_ X11 3- 4080 WIDE GLASS SLIDERS r O cc 00 I. 18)—l" I 0 i I I I i 12" STEP UP I I I 1 FAMILY ROOM f I I HARDWOOD I f I TRAY 1 I I 1 I I I i I o I I I I 0 1 I 6 U) I L---------------------------------- - 0 (0 0 t) I `0 =�H B I PR2880 C 0 c0 �0 ` tl OFFICE STAIRS rn 0 "' N WIC c CARPET I 0 00 co ENTRY N HARDWOOD 3080 GUEST BED 0 0 71 0 I 7'-10" 71-3ya PR3060 1 FRONT PORCH 141-6" —8 sy— le - PAVERS OVER CONCRETE SLA Nl 221-41t RAILING OMITTED FOR CLARITY CENTER ON OPENING f VENT LESS FIRE (PLACE WALL OPENING N 00 ur, I t-9 .n cn Q O Www 0 Cl? N d- 0 aF 0 M w 51-0" H 0 LU H � d- H x W � I� 0 n N �O N I �i _ TILE 0 d- r— J N I 208OPKT Lv 8y -4y1 V) Q Q i0 0 J� N 0 0 71 0 I 7'-10" 71-3ya PR3060 1 FRONT PORCH 141-6" —8 sy— le - PAVERS OVER CONCRETE SLA Nl 221-41t RAILING OMITTED FOR CLARITY CENTER ON OPENING f VENT LESS FIRE (PLACE WALL OPENING N 00 ur, � G PQ a q p O 0 H 4 4 Qq q 0 wLL ¢ ¢ O N A � J J Z L0 a This drawing is an instrument of service and property, of Roy Williams Architect Inc GROSS AC AREA 2,083 S.F. and shall remain their property. 8 The use of this drawing shall be re— Al I GARAGE 1 045 S.F. stricted to the original site for which it is prepared and publication thereof is B �' FRONT PORCH 1.28 S.F expressly limited to such use FACE OF FOUNDATION REAR PORCH 608 S.F. -; - Date: 3/4/19 R OF COLUMN/BEAM IS 8" FROM FACE OF CMU Scale: 1/4" =1'-D" TYPICAL AT FRONT CENTETOTAL IMPERVIOUS COVERED AREA 3 8 , 74 Drawn: RCW TRUSS FACE SIT �" BACK FROM CMU STEM WALL FACE S.F.�J TYPICAL Checked: RCW Sheet Nn: TOTAL AC AREA AT FIRST AND SECOND FLOOR 3,946 S.F. A-1 - OF - I t-9 .n Q O Www � Cl? N d- 0 aF o M w H i~ Cona H � d- H W � e f� A �O N � G PQ a q p O 0 H 4 4 Qq q 0 wLL ¢ ¢ O N A � J J Z L0 a This drawing is an instrument of service and property, of Roy Williams Architect Inc GROSS AC AREA 2,083 S.F. and shall remain their property. 8 The use of this drawing shall be re— Al I GARAGE 1 045 S.F. stricted to the original site for which it is prepared and publication thereof is B �' FRONT PORCH 1.28 S.F expressly limited to such use FACE OF FOUNDATION REAR PORCH 608 S.F. -; - Date: 3/4/19 R OF COLUMN/BEAM IS 8" FROM FACE OF CMU Scale: 1/4" =1'-D" TYPICAL AT FRONT CENTETOTAL IMPERVIOUS COVERED AREA 3 8 , 74 Drawn: RCW TRUSS FACE SIT �" BACK FROM CMU STEM WALL FACE S.F.�J TYPICAL Checked: RCW Sheet Nn: TOTAL AC AREA AT FIRST AND SECOND FLOOR 3,946 S.F. A-1 - OF - I t-9 Q O Www H � e f� �O r� �i r� �0) J Q ®o (_0 Lv Q V) Q Q J� � G PQ a q p O 0 H 4 4 Qq q 0 wLL ¢ ¢ O N A � J J Z L0 a This drawing is an instrument of service and property, of Roy Williams Architect Inc GROSS AC AREA 2,083 S.F. and shall remain their property. 8 The use of this drawing shall be re— Al I GARAGE 1 045 S.F. stricted to the original site for which it is prepared and publication thereof is B �' FRONT PORCH 1.28 S.F expressly limited to such use FACE OF FOUNDATION REAR PORCH 608 S.F. -; - Date: 3/4/19 R OF COLUMN/BEAM IS 8" FROM FACE OF CMU Scale: 1/4" =1'-D" TYPICAL AT FRONT CENTETOTAL IMPERVIOUS COVERED AREA 3 8 , 74 Drawn: RCW TRUSS FACE SIT �" BACK FROM CMU STEM WALL FACE S.F.�J TYPICAL Checked: RCW Sheet Nn: TOTAL AC AREA AT FIRST AND SECOND FLOOR 3,946 S.F. A-1 - OF - TOP OF PLATE 12 RP I M 109 N AM CONVENTIONAL TWO -COAT STUCCO OVER CMU- HOLD STUCCO 499 ABOVE ADJACENT GRADE I JLNCTURE OF EXTERIOR PLASTER AND FENESTRATIONS SHALL BE SEALED WITH A SEALANT COMPLYING WITH SECTION R613,8.1 PPOVIDE STUCCO STOP AND SEALANT WITH BACKER ROD AT ALL WINDO/ DOOR JAMBS AND HEADERS 5/4 X6 TRIM HARDIE TYPE LAP SIDING TYPICAL WALL TO ROOF GALV FLASHING TYPICAL GALVALUME METAL ROOF SYSTEM DECORATIVE BRACKETS 16" X 24" WOOD BRACKET 02T12 BY PROWOOD MARKET - SEE CUT SHEET FROM BUILDER BOX IN TOP OF BRACKET TO UNDERSIDE OF SLOPED ROOF DECK HARDIE TYPE SHINGLE SIDING NOT STAGGERED - TYPICAL WALL TO ROOF GALV FLASHING -----EXTEND MEMBRANE FLASHING UP WALL MIN 12 OF 79f -TYPICAL RP u u u u U u F tj u HARDIE TY E LAP SIDING II�i TYPICAL -YT ----------- T" IL&Y -------------- 8 �5 L I H t TT -1 I 1 -1 1 1 1 T lu 4 T" WlY L 5 CABLE RAILING SYSTEM RAILING OMITTED FOR CLARITY A8 Sim CONVENTIONAL TWO -COAT STUCCO OVER FRONT ELEVATION 1�i7 CMU STUCOO CONTROL/EXPANSION JOINT AS PER FLORIDA BUILDNG CODE STUCCO TERMINATION DRIP SCREED INSTALLED PER ASTM STANDARD 1063-03 1%0 00 0`1 00 O 00 O Un �D 00 Con O Con k*-) This drawing is of service and property osfan instrument Architect Inc, and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expresdy limited to such use. Date: 3/4/19 Scale: 1/4" =1'—O" Drawn: RCW Checked: RCW Sheet No: A-3 OF coo 0 _j 0 i;4\ 0 co 0n CLij N < This drawing is of service and property osfan instrument Architect Inc, and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expresdy limited to such use. Date: 3/4/19 Scale: 1/4" =1'—O" Drawn: RCW Checked: RCW Sheet No: A-3 OF z 0 LLI Ld I_ < Ck: cit C:3 C3 L'i J W L la�l This drawing is of service and property osfan instrument Architect Inc, and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expresdy limited to such use. Date: 3/4/19 Scale: 1/4" =1'—O" Drawn: RCW Checked: RCW Sheet No: A-3 OF HARDIE TYPE SHINGLE SIDING NOT a !■ • m�.A 11111 a 12 5 RP WALL TO ROOF GALV FLASHING TYPICAL 12 5 P FULL HEIGHT STUD WALL WITH SIDING ON BOTH SIDES D `�'/ � 5 � L FENCE OMITTED FOR CLARITY THIS SIDE A A8 A8 SEE SIDE ELEVATION CONVENTIONAL TWO -COAT STUCCO OVER i CMU REAR ELEVA RAILING OMITTED FOR CLARITY RAILING PER CODE 1-1— �_) ' L,UIN VLiv i IUIvHL I VVU-UUH 1 5 1 Ul. UU UVL-K CMU SEALED,1111CTURE OF EXTERIOR PLASTER AND FENESTRATIONS SHALL iE WITH A SEALANT COMPLYING SECTION R613.8.1 wROVIDE STUCCO STOP AND SEALANT WITH BACKER ROD AT ALL WINDO/ DOOR JAMBS AND HEADERS This draw is an instrument of service and property of Roy Will, r'i lams Architect Inc and shall remain their property. The use of this drawing shall be r' stricted to the original site for which it is prepared and publication thereof is e!ressly limited to such use. Date: 3/4/19 Scale: 1/4" =1'-0" Drawn: RCW Checked: RCW Sheet No: A-4 OF - HARDIE 9 X a TRIM HARDIE BOARD COWMN WRAP ® OVER WOW FRAMING ^ 1, -HARDIE BOARD COWMN WRAP OVER WOOD FRAMING 1' " • 1 � `V PT 4K4 POST SIDING /2" SHEA DO T TI 14'-0 IT T 2'--0" PLAN 2'-0" -11--T 1 X6 PAINTED GATE ELEVAT10.1111 SIDING OVER V2" SHEATING PT 4X4 POST 2 X 6 PAINTED WOOD CAP 1 X 4 SIDING OVER 1/2" SHEAIINID A/C ENCLOSURE PLAN AND ELEVAT101N CONTRACTOR RESPONSIBLE FOR VERIFYING ALL TRUSS PROFILES WITH ARCHITECTURAL AND STRUCTURAL DRAWING PRIOR TO FABRICATION TRUSS ENGINEER TO INDICATED BEST LOCATION FOR ATTIC ACCES WITHTRUSS CONFIGURATIONS AND BOX OUT ATTIC STORAGE AREAS WITH PLYWOOD DECK \O�vO�Y COQ Q P 1.0 00 00 N N O `O 00 Q N M con Q Con H d- 00 W E-� E-� O Cn N 179 Wj Thisdrowing is an instrument of service and property of Roy Williams Architect Inc and shall remain their property. The use of this drawing shall be re— stricted to theorigincl site for which it is prepared and publication thereof is expressly limited to such use. Date: 3/4/19 Scale: 1/4" =1'-0" Drawn: RCW Checked: RCW ------------------ Sheet No: A-5 - OF - R-38 SPRAY INSULATION . SEALED ROOF SYSTEM - NO ATTIC VENTILATION •• OF PLATE C C 112" DRYWALL ON WALLS AND CLG. r-- NAILED/SCREWED 7" O.C. EDGES & 10" O.C. INTERMEDIATE. PROVIDE MID -WALL BLOCKING FLAT WISE Q JOINTS IN SHEATHING 3/4" APA RATED STURD-I-FLOOR SUB-FLR GLUED & SCREWED W/ N o.10 X 2-1/2 " WOOD SCREWS @ 6" O.C. FLOOR ACTS AS STRUCTURAL DIAPHRAGM OR AS PER STRUCTURAL DRAWINGS PROVIDE 2X4 BLOCKING AT SHEET EDGES. - --I GALVALUME STANDING SEAM METAL ROOFING OVER ICE & WATER SHIELD/ APPROVED SHEATHING --------- C A10 16" X 24" WOOD BRACKET BY PROWOOD MARKET - SEE CUT SHEET FROM BUILDER BOX IN TOP OF BRACKET TO UNDERSIDE OF SLOPED ROOF DECK FLASHING OVER 1 X CAP 1 X 6 TRIM OVER 1 X BLOCKING R-38 SPRAY INSULATION . SEALED ROOF SYSTEM - NO ATTIC VENTILATION TOP OF PLATE 1 PRE-ENGINEERED TRUSS @ 24"0.C. `..o_..✓ ` 1/2 " DRYWALL ON WALLS AND CLG. NAILED/SCREWED 7" O.C. EDGES & 10" O.C. INTERMEDIATE. PROVIDE MID -WALL BLOCKING FLAT WISE @ JOINTS IN SHEATHING 3/4" APA RATED STURD-I-FLOOR SUB-FLR GLUED & SCREWED W/ No.10 X 2-1/2" WOOD SCREWS @ 6" O.C. FLOOR ACTS AS STRUCTURAL DIAPHRAGM OR AS PER STRUCTURAL DRAWINGS PROVIDE 2X4 BLOCKING AT SHEET EDGES. ENGINEERED FLOOR SYSTEM FINISH FLOOR GALVALUME STANDING SEAM METAL ROOFING OVER ICE & WATER SHIELD/ APPROVED SHEATHING C A10 INSULATIONR -19 BATT { HARDIE SHINGLE SIDING OVER PRE ENGINEERED WOOD VAPOR BARRIER AND APPROVED SHEATHING FLOOR TRUSSES- SEE STRUCTURAL DRAW ENGINEERED FLOOR SYSTEM LO FINISH FLOOR C 1/2" DRYWALL ON WALLS AND CLG. o0 i NAILED/SCREWED 7" O.C. EDGES & Ld 0 1/2" DRYWALL ON WALLS AND CLG. �. 10 O.C. INTERMEDIATE. R -19 BATT INSULATION TOP OF NI�LAFYEISCREWED 7" O.C. EDGES & C MID -WALL BLOCKING R S ION H kf IEB' T61f� �- FLAT T W SE @ JOINTS IN SHEATHING VI LOCKING VAPOR BARRIER AND APPROVED SHEATHING ®WA P J IN SHEATHING FLOOR TRUSSES- SEE STRUCTURAL DRAWINGS EXPANSION OUTSIDE FACE OF SHEATHING ALIGNS WITH i JOINT WITH BLOCK FACE CONCRETE SLAB PER STRUCTURAL DRAWINGS W/6X6 10/10 W.W.M. OVER 6 MIL. CONCRETE SLAB PER STRUCTURAL DRAWINGS VISQUEEN VAPOR BARRIER OVER W/6X6 10/10 W.W.M. OVER 6 MIL. OUTSIDE FACE OF SHEATHING ALIGNS WITH WELL TREATED FILL, COMPACTED VISQUEEN VAPOR BARRIER OVER WITH BLOCK FACE TO REQUIRED DRY DENISTY. WELL TREATED FILL, COMPACTED FLASHING OVER 1 X CAP TO REQUIRED DRY DENISTY. TOP OF CONC. 1 X 6 TRIM OVER 1 X BLOCKING EXP NSIO FLASHING OVER 1 X CAP JOIN 1 X 6 TRIM OVER 1 X BLOCKING TOP OF CON C. TYPICAL CONVENTIONAL TWO -COAT STUCCO OVER CMU S E C T 111 N SEE STRUCTURAL PLAN FOR SIZE AND LOCATION OF REINFORCING (NUMBER OF COURSES VARY). SLOPE GRADE AWAY ALL SIDES TYPICAL FOOTING SEE STRUCTURAL SHEET FOR SIZE AND REINFORCING. AT STAIR TOWER lllllll-"--SEE STRUCTURAL -LAN • - SIZE f D LOCATION OF REINFORCING (NUMBER OF COURSES - 1 - SLOPE GRADE SIDESAWAY ALL IIIIFOOTING SEE STRUCTURAL • "' SIZE D REINFORCING. ��TY��LF)L 2 STORY WSECTION This drawing is an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A.6 -- 06F - h O Z LO o0 i d 0 Ld • • `, d 00 i 1 1 This drawing is an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A.6 -- 06F - h O Z LO o0 i d 0 Ld • • `, d 00 This drawing is an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A.6 -- 06F - h O Z LO o0 d 0 Ld QN `, d 00 This drawing is an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A.6 -- 06F - h O Z A R-38 SPRAY INSULATION . SEALED ROOF SYSTEM — NO ATTIC VENTILATION TOP OF PLATE 1/2" DRYWALL ON WALLS AND CLG. NAILED/SCREWED 7" O.C. EDGES & 10" O.C. INTERMEDIATE. PROVIDE MID—WALL BLOCKING FLAT WISE @ JOINTS IN SHEATHING 3/4" APA RATED STURD—I—FLOOR SUB—FLR SLUED & SCREWED W/ No.10 X 2-1/2" WOOD SCREWS @ 6" O.C. FLOOR ACTS AS — STRUCTURAL DIAPHRAGM OR AS PER STRUCTURAL DRAWINGS PROVIDE 2X4 BLOCKING AT SHEET EDGES. ENGINEERED FLOOR SYSTEM FINISH FLOOR TOP OF PLATE POTENTIAL BEAM OR TRUSS FLOOR TRUSS TO CANTILEVER OUT PAST BEAM AT BATHROOM BUMP OUT TYPE X 5/8" GWB AT GARAGE TYPICAL. 99 1y 6 GALVALUME STANDING SEAM METAL ROOFING OVER ICE & WATER SHIELD/ APPROVED SHEATHING ,r 2 x 6LJ �.., HARDIE BOARD AT EXPOSED AREAS �--� 1 X8 TRIM BOARD UNO Como) GALVALUME STANDING SEAM METAL ROOFING --- - OVER ICE & WATER SHIELD/ APPROVED SHEATHING ----- ------------------------- i oL, J HARDIE BOARD AT EXPOSED AREAS j SIM. TO DETAIL C/A10 �, � ' �--� �:D CONTINUOUS PRE—FINISHED ALUMINUM EAVE ---- j,-- ---' DRIP OVER P. T. 1 x 3 / 2x 6 RAFTERS 2' O.C. 4 X 8 WOOD BEAM SUPPORTING RAFTERS 1 SEE STRUCTURAL DRAWINGS FOR SIZE AND CONNECTION DETAILS DECORATIVE BRACKETS I 16" X 24" WOOD BRACKET 02T12 BY PROWOOD MARKET — SEE CUT SHEET FROM BUILDER PROVIDE WALL SUPPORT AS REQUIRED BRACKET SUPPORTS WOOD BEAM N APPROX. TOP OF CONC AT GARAGE — FILED VERIFY CONCRETE SLAB PER STRUCTURAL DRAWINGS W/6X6 10/10 W.W.M. OVER 6 MIL. VISQUEEN VAPOR BARRIER OVER WELL TREATED FILL, COMPACTED TO REQUIRED DRY DENISTY. c--�TYPC A L SCALE: 3/4" GALVALUMIE STANDING SEAM METAL ROOFING OVER ICE & WATER SHIELD/ APPROVED SHEATHIN* — -- SIM A10 �\ TWO CEDAR BEAMS T.------------- - - -- ------ - -------- �j-- SEE SHEET A-12 FOR DETAILS i 16" X 1" WOOD BRACKET 06T5 BY PROWOOD MARKET — SEE CUT SHEET FROM BUILDER PROVIDE WALL SUPPORT AS REQUIRED FLASH:i 1SlPTS TRELLIS 1 X 6 TRIM OVER 1 X BLOCKING I EXTERIOR GRADE SEALANT EXPANSION JOINT CONVENTIONAL TWO—COAT STUCCO OVER CMU 1' ��II�1111 "' PLAN FOR SIZE ,� O • 1 [11111T(NUMBER OF COURSES. - SLOPE GRADE IIIAWAY ALL SIDES ��' IIIIIIII TYPICAL OOTING SEE STRUCTUR SHEET FOR SIZE AND REINFORCING.�7tnnt 0" -1 • as -1 This drawingis an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: Rcw Sheet No: A-7 _ooF n • This drawingis an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: Rcw Sheet No: A-7 _ooF n BEAM CENTERS ------- 10" FROM FROM FACE OF CMU STEM WALL R-38 SPRAY INSULATION ---Jqq SEALED ROOF SYSTEM — NO ATTIC VENTILATION 0 1K_ CONCRETE SLAB PER STRUCTURAL DRAWINGS W/6X6 10/10 W.W.M. OVER 6 MIL. VISQUEEN VAPOR BARRIER OVER WELL TREATED FILL, COMPACTED TO REQUIRED DRY DENSITY. 8" PER O•_ TYPICAL 1' SECTIFIN 0„ STANDINGGALVALUME ROOFING OVER ICE & WATER SHIELD/ AP P ROVED SHEATHING FOUNDATION LINE— TRUSS B FROM ♦ SIM BEAM PER STRUCTURAL DRAWINGS BOX OUT WITH STUDS AND HARDIE PANEL/TRIM SET FINISHED COLUMN FACE MIN. 2" BACK FROM FACE OF CMU FACE AT i ►1 SEE STRUCTURAL PLAN FOR SIZE AND LOCATION OF REINFORCING (NUMBER OF COURSES Ai FOOTINGTYPICAL STRUCTURALSHEET i SIZE AND REINFORCING. REAR PATIE R-38 SPRAY INSULATION SEALED ROOF SYSTEM — NO ATTIC VENTILATION CD PROVIDE MID—WALL BLOCKING �-- FLAT WISE @ JOINTS IN SHEATHING PAVER ON CONCRETE SLAB SLOPE 1/8 PER FOOT MIN. GALVALUME STANDING SEAM METAL ROOFING OVER ICE &WATER SHIELD/ APPROVED SHEATHING I HARDIE SHINGLE SIDING OVER VAPOR BARRIER AND APPROVED SHEATHING OUTSIDE FACE OF SHEATHING ALIGNS WITH WITH BLOCK FACE EXPANSION� /-- � LXS6I TRIM VO OVER 1 X BL OCKING JOINT i CONVENTIONALTWO-COAT STUCCO i CMI SEE STRUCTURAL PLAN FOR SIZE CONCRETE SLAB PER STRUCTURAL DRAWINGS AND LOCATION OF REINFORCING W/6X6 10/10 W.W.M. OVER 6 MIL. (NUMBER OF COURSES VARY). VISQUEEN VAPOR BARRIER OVER SLOPE GRADE WELL TREATED FILL, COMPACTED 11 1 1 AWAY ALL SIDES TO REQUIRED DRY DENSITY. a—TYPICAL FOOTING SEE STRUCTURAL SLOPE 1/8" PER FOOT MIN.— HEET FOR SIZE AND REINFORCING. 10rh A t. 111111 1 lil I I �=1111111 -111111 TYPICP'_ WALL SECTION HT REAR PPTIFJ SCALE; 3/4`° = 1' 0" n 00 N W 4 H un <C ._ W This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: 1 +a This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: 1 a I LO `moo 0 0 0Q0 This drawingis an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A-9 OED F- rMAND, M as I LO `moo 0 0 0Q0 This drawingis an instrument of service and property of Roy Williams Architect,inc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked: RCW Sheet No: A-9 OED F- rMAND, CEMEN 1TIOUS BOARD SIDING_. APPOROVED VB AND SHEATING. OVER 2"x VERTICAL FRAMING AT 16" O.C. • 2 x JACK STUDS BACKER ROD AND SEALANT AT INTERSECTION OF MATERIALS 5/4 x 4 TRIM. PROVIDE CONT. SEALANT AT PERIMETER OF WINDOW UNIT, TYPICAL WINDOW UNIT AS PER PLAN CONT. BEAD OF SEALANT SLOPE 5/4 SILL SEALANT AT INTERSECTIC 5/4x6 APRON. a • ♦011112- • R-19 FIBERGLASS BATT INSULATION BETWEEN STUDS 0 1111 • :•_Z• • • • • _ T N 1 7_-1 F__1 SCALE: 1 1/20' - 1'_00' 1/2" GYPSUM WALL BOARD, PAINTED ON 2 x FRAMING AT 16" O.C. SEE STRUCTURAL DWGS 1/2" GYPSUM WALL BOARD, BEYOND PAINTED WOOD i WINDOW SILL WD. WINDOW TRIM DOUBLE 2x SILL PLATE 1/2" GYPSUM WALL BOARD, PAINTED ON 2 x FRAMING AT 16" O.C. SEE STRUCTURAL DWGS MAM T-1 F_ T n T I f '� FLASHING TAPE AS PER NOTES ALL WINDOV,5 TRIM IS CEMENTITIOUS PRODUCT CONTINUOUS METAL FLASHING OVER BEVELED CEMENTITIOUS TRIM 2x WOOD FRAMING AT 16" O.C. OVER CONTINUOUS 2"x P.T. PLATE - 2x 6 CEMENTITIOUS ON BLDG. WRAP LAPPED OVER CONTINUOUS METAL FLASHING CONTIN. SEALANT METAL ROOF RECEPTOR CIN • • : • y • - • - • . y� rr.••. •ate • ! •': 3�F L A S I N E DETAIL WINDOWS TO BE INSTALLED PER AAMA 100-07 FLASHING TO BE FLEXIBLE SELF ADHESIVE TYPE CONFORMING TO AAMA 711-07 1 P SI T� UN to l tKIUK I `L FLY W`JUU SHEATHING rc---�EAVE DETAIL / TEXTURE FINISH LINE ING FLASHING SEQUENCING 1. APPLY BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER ALL OF ROUGH OPENING. 2. SET WINDOW UNIT 3. APPLY SIDE STRIPS OF SELF-ADHESIVE TYPE FLASHING. 4. APPLY TOP PIECE OF SELF-ADHESIVE TYPE FLASHING. NOTE: SELF-ADHESIVE TYPE FLASHING IS A GENERIC TERM. SEE SPECIFICATIONS FOR MATERIAL TO BE USED. IMPORTANT: IT IS THE RESPONSIBILITY OF THE OWNER OR BUILDER TO SELECT PRODUCTS IN COMPLIANCE WITH APPLICABLE LAWS AND BUILDING CODES. DO NOT USE MURIATIC ACID ON HOMES AFTER INSTALLING THIS WINDOW. THE ACID MAY DESTROY THE COIL SPRING BALANCE SYSTEM. WINDOWS WILL NOT BE UNDER WARRANTY IF EXPOSED TO MURIATIC ACID. DO NOT LAY WINDOWS FLAT OR STORE IN SUN BEFORE INSTALLING. ALL WARRANTIES NULL AND VOID IF ANY VERTICAL HOLES ARE PUT INTO WINDOW SILL AREA OF ANY WINDOW. F FLASHING SEQUENCING 2. CONSTANTLY CHECK WIDTH AT MEETING RAILS (i.e. DOUBLE HUNGS) TO AVOID "BOWED OUT" INSTALLATION. •' ■ ,1 i 11 � i• 1 li 1 1�wk MCI�• This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Scale: NTS Drawn: CW Checked: RCW Sheet No: � a -0OF This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Scale: NTS Drawn: CW Checked: RCW Sheet No: -10 -0OF 0 Z 2x FRAMIP GYP. BD. 1 x10 SKIR 2x12 STRI 2x4 SPAC 5/8" TYPI AT ALL W. OF ENCLO SPACE UN SCALE: 1 -1/2"=l' -O" FINISHED -5,1RFACE PLYWOODR° 1' �� w 6 UJ 202 NOTCHED STRINGER i __-- (3 STRINGERS MIN. AT L, EACH STAIR RUN) I 5/8" PLYWOOD RISERS i -- --------_-- -_J -- SEC11RE AOTCAED STRINGER .1 SILL PLATE NTH FRAMING ANCHORS. PLATE 1 ; WITH SLOT ALL 111 IN DIRECT 1 CONCRETE I BE PRESSURE TREATED Lr ..1...1 s . 1 MEMBRANE Ii,EPARATION AS ALLOWED CCODE. 3/4"'11� TYP f f EXPANSION AP (TYP.) /� SCALE: 1 -1/2"=l' -O" FINISHED SURFACE WASMEMITOTINRINTIT1195 : � 111 • ' • 1 1 :► i (3) 2X12 STRINGERS TYP. SCALE: 1 -1/2"=l' -O" WOOD TOP RAIL AS CJELEIe°TPr) PY fiwmr-o A, POIl TDAr nD EQ. TREADS lo SEE PLA I ( ¢ 3/4" TYP Lui _--___ --____ CARPET Li / EXPANSION WOOD BAS1/2" GYP AP i (TYP.) STAIR FRA r I l 5/8" TYPE I I AT ENCLO; i.® ......_, SPACES 81 I 2x4 STUDC SCALE: 1-1/2" = 1'-0" QW) 0 <0 rIl ! 0 s� w v :j �.✓ g w Mr --1 F-1 w 0) 00 I cv d- w z 0 APIz MATCH HEIGHT ca 00 0 04 r oa ems, bR EWA, a r OX, MAX AT 4•-a' OF BASEBOARD W _w z 0 l J F�-�- � 2. w ~ I■—a 00 W w A _ d—BMMSTM SPAM AT 4 31,C Q c Lj r---------- NMI 0 V) Ln N INSTALL 2X FIRE STOP AT MID SPAN OF STRINGER — (3) 2X12 STRINGERS TYP. — U11"A W.111 Ll 1111 Z 11I q]:* Lim SCALE: 1 -1/2"=l' -O" ME 2x4 LEDGER pASTAIR DETAIL n )SCALE: 1 "=1'-O" 1 x RISERS 5/4 x TREI 3-2x12 STR' i/8" TYPE ". GYPSUM WALE. UU. 3Dj I IIJIN H—H T20138/D4 rIl ! • Mr --1 F-1 1 1/4° MN. 9 1L47 W11 1 TOP RAS. MAX WALL MMET 6 BY Axw MATCH HEIGHT SCALE: 1"=1'-O" r oa ems, bR EWA, a r OX, MAX AT 4•-a' OF BASEBOARD l J F�-�- � 2. A _ d—BMMSTM SPAM AT 4 31,C Q c Lj r---------- 00 l ¢ctr 3 LJ rr ll c � TY� V AT EMM OF srAar AT YIA� I I F-1 ' EXPANSION TYP � WALL LINE HANDRAIL DETAIL l scar:: s' -r -a• _ _ _ _ _ _ _ _ J � � �� NOTE 2x12 NOTCHED STRINGER 5/4 TREAD STARTER 5/8r TYPE "X' GYP. BD. l AT ALL WALLS AND CEILING /'' 1x12 SKIRT BD. OF ENCLOSED USABLE SPACE UNDER STAIR INSTALL 2X FIRE STOP AT MID SPAN OF STRINGER — (3) 2X12 STRINGERS TYP. — U11"A W.111 Ll 1111 Z 11I q]:* Lim SCALE: 1 -1/2"=l' -O" ME 2x4 LEDGER pASTAIR DETAIL n )SCALE: 1 "=1'-O" 1 x RISERS 5/4 x TREI 3-2x12 STR' i/8" TYPE ". GYPSUM WALE. UU. 3Dj I IIJIN H—H T20138/D4 [F - This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re- stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 1/22/2019 Scale: NTS Drawn: R Checked: RW Sheet No: OF rIl ! • [F - This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re- stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 1/22/2019 Scale: NTS Drawn: R Checked: RW Sheet No: OF Nammumom CEDAR BRACKETS 5/4 x 4 TRIM. - OPE - 5/4 SILL SEE SHEET 16" X 18" WOOD BRACKET 06T5 BY PROWOOD MARKET - SEE CUT SHEET FROM BUILDER PROVIDE WALL SUPPORT AS REQUIRED BRACKET SUPPORTS TRELLIS WALL ATTACHMENTS PER STRUCTURAL 5/4 X 2 TRIM 5/4 X 4 TRIM 5/4x6 APRON. A10 FOR DETAILS WINDOW TRIM SCALD 3/4# 1/ 0// 1" OVERHANG 5/4 x 4 TRIM. jR. 10 This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked- RCW Sheet No: 00 - ift • This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked- RCW Sheet No: 00 - • This drawing is an instrument of service and property of Roy Williams Architect,lnc. and shall remain their property. The use of this drawing shall be re— stricted to the original site for which it is prepared and publication thereof is expressly limited to such use. Date: 7/29/19 Scale: NOTED Drawn: CW Checked- RCW Sheet No: 00 - Revision Request/Correction to Comments **ALL INFORMATION . ,„ HIGHLIGHTED IN '. City of Atlantic Beach Building Department GRAY IS REQUIRED. XJ 800 Seminole Rd, Atlantic Beach, FL 32233 0Z-44Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMfT#: iR CS l� Revision to Issued Permit OR I 1 Corrections to Comments Date: Z/! 3/r -b Project Address: 1-72\ AK��o`r\`� Qp.(.c, Dr 1 ` I-Ser.cn cL 72Z3 Contractor/Contact Name: f�e-' 11,E Cal/1C.4 fY�.C��t'z i, Z....Z- C- Contact Phone: '9_64/ -2.32 ^(�7 7.. Email: C'Vc i g f3u,id-11/'.w.Ls, I've , co - Description/ of Proposed Revision/Corrections: �fXft / f / le bnem�>r Ca1cs ppe./ titYpec%rs fe-pees.). A .7�t 11k- & • /1 I CIA" �(�c_`SpA- affirm the revision/correction to comments is inclusive of the proposed changes. /(printed name) • Willproposed revision/corrections add additional square footage to original submittal? No E Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? ,Klo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent:�' G'/ `a f (Office Use Only) . -, .--.. .. . • • .. pi Approved Denied L I Not Applicable to Department Permit Fee Due$ Jc/ FEE /1 8 2020 Revision/Plan Review Comments (-OnI C/ / p/`C k- v _p Te,b s•i /-e P1friS)c, doGI/ ✓✓k4)4, 4S' It pity ,rp-e , r,„:,:,:,-- .,, t ____ _1. Department Review Required: ^_ i mg -1)/1)- ung&Zoning eviewed By Tree Administrator Public Works Public Utilities a/2 ' 2C) Public Safety Date Fire Services Updated 10/17/18 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative(Performance)Method Applications for compliance with the 2017 Florida Building Code,Energy Conservation via the residential Simulated Performance method shall include: This Checklist =j A FORM 405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address,e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool,name of individual completing the compliance report(one page). ( 1 An input summary checklist that can be used for field verification(usually 4 pages/may be greater). Energy Performance Level(EPL)Display Card(one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Ll Mandatory Requirements(five pages) Required prior to CO for the Performance method: Air Barrier and Insulation Inspection Component Criteria checklist(Table 402.4.1.1-one page) El A completed Form 2017 Envelope Leakage Test Report(usually one page). Section R402.4 or R402.4.1.2 exceptions may apply. If FORM R405 duct leakage type indicates anything other than "default leakage",then a completed FORM R405 Duct Leakage Test Report(usually one page). OFFICE COPY HEVISION BP# RES/ q-oaye/ DATE „3- / ay / SIGNED 2020-Feb-14 11:54:31 wrightsoft Right-Sine®Uriversal 2019 19.0.15 RSU00000 Riga-Energy®Florida 2017 Section 405.4.1 Compliant Software Pagel . ...SC Bulders\Nelson-1721 ABartbc Beach Dr.np Calc=NUB Frort Door faces:SW FORM R40,5-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation- Residential Performance Method Project Name: Nelson Residence Builder Name: Timberline Construction Street: 1721 Atlantic Beach Drive Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach,FL 32233 Permit Number. Owner. Greg Nelson Jurisdiction: 261100 Design Location: FL,Jacksonville NAS County: (Florida Climate Zone 2) 1.New construction or existing New(From Plans) 9. Wall types(4653 ft') Insulation(R) Area(ft2) 2.Single family or multiple family Single-Family a. Wood Wall 2x6 R19 19.0 3957.82 b. Wall 2x4 Adjacent To Garage R11 11.0 694.95 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 5 d. N/A 10. Ceiling types(3435 ft2) Insulation(R) Area(ft2) 5.Is this a worst case? No a. Shingle Unvented R20 Roof Deck 20.0 3434.50 6.Conditioned floor area above grade(ft') 3946.25 b. N/A Conditioned floor area below grade(ft') 0 c. N/A 7. Windows(670 ft2) Description Area ft11.Ducts R Area(ft') ( ') a.Sup:System 1,Ret:System 1,AH:System 1 6.0 543.84 a.U-Factor. Dbl,0.290 573.50 b.Sup:System 2,Ret:System 2,AH:System 2 6.0 327.32 SHGC: 0.23 b.U-Factor Dbl,0.540 96.00 12.Cooling systems kBtu/hr Efficiency SHGC: 0.32 a.Split air source heat pump 27.8 SEER: 15.0 c.U-Factor b.Split air source heat pump 27.4 SEER: 15.0 SHGC: 13.Heating systems kBtu/hr Efficiency d.U-Factor a.Split air source heat pump 29.0 HSPF:8.5 SHGC: b.Split air source heat pump 29.0 HSPF:8.5 Area Weighted Average Overhang Depth: 5.440 ft 14.Hot water systems Area Weighted Average SHGC: 0.243 a.Gas instantaneous(0 gal) Cap:0 gal EF:0.82 8. Floor types(2936.00 ft') Insulation(R) Area(ft') b.Conservation features a. Slab On Grade 0.0 2103.25 (None) b. Floor Over Exterior R20 19.0 832.75 c. N/A 15.Credits None Glass/Floor area: 0.166 Total Proposed Modified Loads: 96.74 PASS Total Baseline Loads: 138.83 I hereby certify that the plans and specifications covered by this Review of the plans and specifications .---- E S7'�•. calculation are in compliance with the Florida Energy Code. covered by this calculation indicates 'Os ATE:'Z compliance with the Florida Energy - _- O., Code.Before construction is completed, ' �' .•e PREPARED BY: this building will be inspected for •:,...i„„� y�. y..C compliance with Section 553.908 iii I k'r.' 'rh DATE:2/14/20 I Florida Statutes. �, 4til , I hereby certify that this buildi • designed, is in compliance with ----,es, _,,,..*; the Florida Energy Code. ;CdD Wt ..' '� / OWNER/AGENT:_�fip `/ BUILDING OFFICIAL: DATE: 2-1/45-/z ozo DATE: -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 3.0 ACH50(R402.4.1.2). 2020-Feb-14 11:54 31 wrightsoft Rigit-Sute®Urtversal2019 19.0.15 RS000000 Right-Energy®Florida 2017 Sedan 405.4.1 Compliant Software Page 2 ...SC Bulders\Nelson-1721 Atlantic Beach Dr.np Calc=MJ8 Front Door faces:SW ,. .....-, . . . . . : ipm.r,--...ilus. 101 iicic)::) Y"-,i'J...1..-3.1:,:3-i."!.'41 '1.---)Filifv1'....,'"' AC!gr1(:),J.:I, • -t;,,,, c.:„. ... .ii.-,- -r. ;„-:c,,-) •,..,,:,4 . :. :i;11.tr...—. , .ft.. .'-'...:'''''''-•- , ::.:. t., ,! 1::' :‘'- • ,:',. - -..': rim-,A,.141,0#3..a.W.M.1,4....-M.4,,,fipg.,-M.IN tz,Milleilift0411,310,11101.041114,,,,..r.,COraille•44,4 SW,- r'V IOW,"",.+MOW Kwe,..,-,''N1111911`ORWAMPeal,...dlir...`,$.1.7.:..0.1.3.,, ,,,,,k,"'NI..,' -,r ,.. ,• ,-..Qui ', • ,. ,'_,/,•ti. .. e...,.,;;,,-..Ii+'', . .r 1 t ''' • - ,' .4 7 ':.t' 'i' ' • , . 1 , _ .. ,, ...;',,,. ,...'310 - ( ..j.c.7, .-...::..; i -,,. ,..3..:' ..;: , 'c .6r ..7-.71, 1..., ' 'Xi. -•iV" :- ‘ „ ,, ) i ' ' '' , • ''..;y4!;! -.:!-,..,, ,..4, f, f;Ef.:1•.,:,tt,w,4,:',,,. ,Th'..s,-,'I;.;!‘ j A . , f. -` ' ' •-I,,.• wrrqi i. -:41,' ,'',1,r.,..; '1 .....-f .. 2. -", -, . .."..:!.-,. . •. 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FORM R405-2017 Building Input Summary Report PROJECT Title: Nelson Residence Bedrooms: 5 Address type: Street address Building Type: FLAsBuilt Bathrooms: 5 Lot#: Owner: Greg Nelson Conditioned Area: 3946 Bbck/Subdivision: #of Units: 1 Total Stories: 2 Platbook: Builder Name: Timberline Construction Worst Case: No Street: 1721 Atlantic Beach Permit Office: Atlantic Beach Rotate Angle: 0 County Jurisdiction: 261100 Cross Ventilation: No City,State,Zip: Atlantic Beach,FL 32233 Fan* Type: Single-Famib Whole House Fan: No New/Existing: New(From Plans) Terrain: Suburban Year Construct: 2019 Shielding: Suburban Comment CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp ✓ Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville NAS Fl_JadcsorrOile-Cr 2 37 96 70 75 995 46 Medium BLOCKS 4 Name Area Volume 1 System 2 1987.00 ft2 25632.56 ft3 2 System 1 1959.25 ft2 23606.36 ft3 SPACES # Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Gym Bath 57.00 ft2 644.10 ft' No 0 0 1 Yes Yes Yes 2 Gym 206.25 ft2 2330.63 ft3 No 1 0 1 Yes Yes Yes 3 Mud Room 112.50 ft2 1271.25 ft' No 0 0 1 Yes Yes Yes 4 Entry 232.00 ft2 2621.60 ft3 No 0 0 1 Yes Yes Yes 5 GC 27.50 ft2 310.75 ft' No 0 0 1 Yes Yes Yes 6 GBath 45.00 ft2 508.50 ft' No 0 0 1 Yes Yes Yes 7 Guest Bed 188.50 ft2 2130.05 ft' No 1 1 1 Yes Yes Yes 8 Office 154.25 ft2 1743.03 ft3 No 1 0 1 Yes Yes Yes 9 Kitchen Family 936.25 ft2 12046.46 ft3 Yes 0 0 1 Yes Yes Yes 10 Bed4 183.75 ft2 1653.75 ft' No 1 1 1 Yes Yes Yes 11 Bath 3 59.50 ft2 535.50 ft' No 0 0 1 Yes Yes Yes 12 Sink 3 35.00 ft2 315.00 ft' No 0 0 1 Yes Yes Yes 13 Bed 3 175.00 ft2 1575.00 ft' No 1 1 1 Yes Yes Yes 14 Master Bath 156.50 ft2 1408.50 ft3 No 0 0 1 Yes Yes Yes 15 MW IC 110.75 ft2 996.75 ft' No 0 0 1 Yes Yes Yes 16 Master Bed 311.25 ft2 2801.25 ft' No 2 1 1 Yes Yes Yes 17 Bath 2 72.00 ft2 648.00 ft3 No 0 0 1 Yes Yes Yes 18 Bed 2 204.00 ft2 1836.00 ft' No 1 1 1 Yes Yes Yes 19 AH2 26.00 ft2 234.00 ft3 No 0 0 1 Yes Yes Yes 20 Laundry 108.75 ft2 978.75 ft3 No 0 0 1 Yes Yes Yes 21 Loft 522.25 ft2 11750.06 ft3 No 1 0 1 Yes Yes Yes 22 B2C 48.00 ft2 432.00 ft3 No 0 0 1 Yes Yes Yes 23 Office Up 52.00 ft2 468.00 ft3 No 0 0 1 Yes Yes Yes FLOORS (Total Exposed Area=2936 sq.ft.) / 4 Floor Type Space Perimeter R-Value Area U-Factor Tile Wood Carpet 1 Slab On Grade Gym Bath 16 ft 0 57.00 ft2 0.989 0 1.0 0 2 Slab On GradeGym 14 ft 0 206.25 ft2 0.989 0 1.0 0 3 Slab On Grade Mud Room 0 ft 0 112.50 ft2 0.989 0 1.0 0 4 Slab On Grade Entry 11 ft 0 232.00 ft2 0.989 0 1.0 0 5 Slab On Grade GC 0 ft 0 27.50 ft2 0.989 0 1.0 0 6 Slab On Grade GBath 5 ft 0 45.00 ft2 0.989 0 1.0 0 7 Slab On Grade Guest Bed 30 ft 0 188.50 ft2 0.989 0 1.0 0 8 Slab On Grade Office 12 ft 0 154.25 ft2 0.989 0 1.0 0 9 Slab On Grade Kitchen Family 69 ft 0 936.25 ft2 0.989 0 1.0 0 10 Floor Over Exterior R20 Bed4 28 ft 19 183.75 ft2 0.050 0 1.0 0 11 Floor Over Exterior R20 Bath 3 8 ft 19 59.50 ft2 0.050 0 1.0 0 12 Floor Over Exterior R20 Sink 3 0 ft 19 35.00 ft2 0.050 0 1.0 0 13 Floor Over Exterior R20 Bed 3 14 ft 19 175.00 ft2 0.050 0 1.0 0 14 Floor Over Exterior R20 Master Bath 26 ft 19 156.50 ft2 0.050 0 1.0 0 15 Floor Over Exterior R20 MW IC 0 ft 19 65.25 ft2 0.050 0 1.0 0 16 Floor Over Exterior R20 AH2 0 ft 19 15.75 ft2 0.050 0 1.0 0 17 Floor Over Exterior R20 Loft 7 ft 19 124.00 ft2 0.050 0 1.0 0 18 Slab On Grade Loft 12 ft 0 144.00 ft2 0.989 0 1.0 0 19 Floor Over Exterior R20 B2C 0 ft 19 18.00 ft2 0,050 0 1.0 0 2020-Feb-14 11:54:31 wrightsoft Right-Sute®Uriversa1201919.0.15RS000000 Riglt-Energy®Ronda 2017 Section 405.4.1Compliar*Software Page 3 ...SC Bulders\Nelson-1721 AtlarbcBeach Dr.rrp Calc=MJ8 Frort Door faces SW FORM-R405-2017 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch ✓ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat RoofMetal 2389 ft2 2212 ft2 Light 0.60 No 0.90 No 20 0 2 Flat RoofMetal 1045 ft2 2441 ft2 Light 0.60 No 0.90 No 20 0 3 Flat RoofMetal 211 ft2 932 ft' Light 0.60 No 0.90 No 20 0 CEILING (Total Exposed Area=3435 sq.ft.) ✓ # Ceiling Type Space R-Value U-Factor Area Framing Fraction Truss Type 1 Shingle Unvented R20 Roof Deck Gym 20 0.046 6.75 ft2 0.10 Wood 2 Shingle Unvented R20 Roof Deck Guest Bed 20 0.046 58.00 ft2 0.10 Wood 3 Shingle Unvented R20 Roof Deck Kitchen Family 20 0.046 980.43 ft2 0.10 Wood 4 Shingle Unvented R20 Roof Deck Loft 20 0.046 2389.32 ft2 0.10 Wood WALLS (Total Exposed Area=4653 sq.ft.) Adjacent To Cavity Width Height Sheathing U- Frrn. Solar Absor. Below / # Omt Wall Type Space R-Value Ft In Ft In Area R-Value Factor Frac. Grade% 1 NE Exterior Wood Wall 2x6 R19 Gym Bath 19 9 6 11 4 107.3 ft2 0 0.060 0.25 0.75 0 2 NW Exterior Wood Wall 2x6 R19 Gym Bath 19 6 0 11 4 67.8 ft2 0 0.060 0.25 0.75 0 3 NW Exterior Wood Wall 2x6 R19 Gym 19 13 6 11 4 152.6 ft2 0 0.060 0.25 0.75 0 4 - Partition Wall 2x4 Adjacent Gym 11 0 6 11 4 5.7 ft2 0 0.099 0.22 0.20 0 5 - Partition Wall 2x4 Adjacent Mud Room 11 23 0 11 4 259.9 ft2 0 0.099 0.22 0.20 0 6 SW Exterior Wood Wa 12x6 R19 Entry 19 8 0 11 4 90.4 ft2 0 0.060 0.25 0.75 0 7 NW Exterior Wood Wal 2x6 R19 Entry 19 2 6 11 4 28.3 ft2 0 0.060 0.25 0.75 0 8 - Partition Wall 2x4 Adjacent Entry 11 26 6 11 4 299.5 ft2 0 0.099 0.22 0.20 0 9 SE Exterior Wood Wa 2x6 R19 GBath 19 5 0 11 4 56.5 ft2 0 0.060 0.25 0.75 0 10 SE Exterior Wood Wa 2x6 R19 Guest Bed 19 13 0 11 4 146.9 ft2 0 0.060 0.25 0.75 0 11 SW Exterior Wood Wa 2x6 R19 Guest Bed 19 14 6 11 4 163.9 ft2 0 0.060 0.25 0.75 0 12 NW Exterior Wood Wa 2x6 R19 Guest Bed 19 2 6 11 4 28.3 ft2 0 0.060 0.25 0.75 0 13 SE Exterior Wood Wa 2x6 R19 Office 19 11 6 11 4 129.9 ft2 0 0.060 0.25 0.75 0 14 NE Exterior Wood Wa 2x6 R19Kitchen Family 19 36 0 12 10 463.3 ft2 0 0.060 0.25 0.75 0 15 SE Exterior Wood Wa 2x6 R19Kitchen Family 19 20 2 12 10 259.9 ft2 0 0.060 0.25 0.75 0 16 SW Exterior Wood Wa 2x6 R19Kitchen Family 19 1 4 12 10 17.0 ft2 0 0.060 0.25 0.75 0 17 NW Exterior Wood Wa 2x6 R19Kitchen Family 19 2 8 12 10 33.9 ft2 0 0.060 0.25 0.75 0 18 - Partition Wall 2x4 Adjacent Kitchen-Family 11 10 1 12 10 129.9 ft2 0 0.099 0.22 0.20 0 19 SW- Exterior Wood Wa Zx6 R19 Bed 19 14 6 9 0 130.5 ft2 0 0.060 0.25 0.75 0 20 NW Exterior Wood Wa 2x6 R19 Bed 4 19 13 6 9 0 121.5 ft2 0 0.060 0.25 0.75 0 21 SE Exterior Wood Wa 2x6 R19 Bath 3 19 1 0 9 0 9.0 ft2 0 0.060 0.25 0.75 0 22 SW Exterior Wood Wa 2x6 R19 Bath 3 19 7 0 9 0 63.0 ft2 0 0.060 0.25 0.75 0 23 SW Exterior Wood Wa 2x6 R19 Bed 3 19 14 0 9 0 126.0 ft2 0 0.060 0.25 0.75 0 24 NE Exterior Wood Wa 2x6 R19 Master Bath 19 9 0 9 0 81.0 ft2 0 0.060 0.25 0.75 0 25 NW Exterior Wood Wa 2x6 R19 Master Bath 19 16 6 9 0 148.5 ft2 0 0.060 0.25 0.75 0 26 NE Exterior Wood Wa 2x6 R19 Master Bed 19 21 6 9 0 193.5 ft2 0 0.060 0.25 0.75 0 27 SE Exterior Wood Wa 2x6 R19 Master Bed 19 11 6 9 0 103.5 ft2 0 0.060 0.25 0.75 0 28 NW Exterior Wood Wa 2x6 R19 Master Bed 19 11 6 9 0 103.5 ft2 0 0.060 0.25 0.75 0 29 NE Exterior Wood Wa 2x6 R19 Bath 2 19 12 0 9 0 108.0 ft2 0 0.060 0.25 0.75 0 30 NE Exterior Wood Wa 2x6 R19 Bed 2 19 15 6 9 0 139.5 ft2 0 0.060 0.25 0.75 0 31 SE Exterior Wood Wa 2x6 R19 Bed 2 19 12 0 9 0 108.0 ft2 0 0.060 0.25 0.75 0 32 SE Exterior Wood Wa 2x6 R19 Laundry 19 7 6 9 0 67.5 ft2 0 0.060 0.25 0.75 0 33 SW Exterior Wood Wa 2x6 R19 Laundry 19 14 6 9 0 130.5 ft2 0 0.060 0.25 0.75 0 34 NE Exterior Wood Wa 2x6 R19 Loft 19 3 5 22 6 76.7 ft2 0 0.060 0.25 0.75 0 35 SE Exterior Wood Wa 2x6 R19 Loft 19 9 1 22 6 205.2 ft2 0 0.060 0.25 0.75 0 36 SW Exterior Wood Wa 2x6 R19 Loft 19 7 7 22 6 170.6 ft2 0 0.060 0.25 0.75 0 37 NW Exterior Wood Wa 2x6 R19 Loft 19 3 0 22 6 67.5 ft2 0 0.060 0.25 0.75 0 38 SE Exterior Wood Wa 2x6 R19 Office Up 19 6 6 9 0 58.5 ft2 0 0.060 0.25 0.75 0 DOORS (Total Exposed Area=24 sq.ft.) ,7 Width Height # Omt Door Type Space Storms U-Value Ft In Ft In Area 1 N Solid Core Metal Mud Room None 0.088 3 0 8 0 24.0 ft2 2020-Feb-14 11:54:31 wrightsoft Rigit-Srite®Urrversal201919.0.15RS000000 Right-Energy®Florida 2017 Section 405.4.1 Compliant software Page SC BuldersWelson-1721 Atlantic Beach Dtrito Calc=M 18 Frort Door faces:SW 73 ` N� # * N- # N--) # # NNNNNNN -+.-+.�-+- �-+O�JDI U7A WNL 4t 1 O)O)AWN O coca J m m AWN jO CQ 7 g) o (nu)cm( O)(J)ZZZZWOXI CnZZZ(nu)wc)O)CWZZ Q CTi W �'O' o I 0 m*mm*mmmmm***�rnmmmm*Mrnrn * N S ,=. o 3 3 U)(/) (n(n c° _ i �N b = �� 'D� (` — WWWWWWWWNNNNN (DmWN + : .ti' cam UHnWN- (Dco00tWN(DVtAAA W-00 C 0, (n D) a)co N d O = .� , .Z1`< 7 CaCa8 8 t CC 7777375777777737(D 557'777777 • G$ Cr) Cr) ri) c Zd 3 3 CO SYYYYYYYYYYYYYYY w YYYYYYYYY gi ?® 13 O CD w CDC= CCD g S 00000000000000000000000000 AN a1:3 17° •3 33 00000000000000000000000000 CCD N il co I0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 In �o ip) "off o-C n CCCCCCCCCCCCCCCCCCCCCCCCCC N� I C QQQQ o-000Q O Q Q Qo•a cr o-a'Q o-Q a'o'Qo'Q Cr O CD CD C CD CD CD CD(D CD CD CD CD CD CD CD CD CD(D CD(D CD CD CD(D CD CD ire o ICD A 7 • • 3 "6"6 r Co D w ° o (�a ,`D, (n m m E r rov D -<-<-<-<-«-<1-<-<-<-[-<-<-<-«-«-<-<-<-«-C-<co m g o 3 3 ' x CD i$ w CO CD(D CD CD(D CD CD(D CD CD CD CD CD CD CD CD CD(D NCD CD CD CD(D CD CD In rr��O —.NJ T CO NNCO CP CI)N Cn M CO In CO N N N N CO N N CI) N(nN(n T O C 2Cn (n 4 8 3 O p C m d NN C C) CLW D O 1 C 0 co > z ° O O OO O o 0 00 0 0 0 00 0 0 0 0 00 0 0 0 00 0 j_ ii NW (3 Qa T C r —1 N T _m g NNNNNNNNNNNNNNV)NNNNNNNN ? °) C N Z Z N o a D 00000000000000000000000000 o o Z S2 �� r- 0 1 m +n o w y x 0 1= P. Cl) C Cl) —1 1- O 00000000000000000000000000 i 5 r r (0 0 (,7 2, m NNNNNNNNNNNNNNNNWNNNNNNNIVN 0 g� k m m 'C CA ��1 -I - 0 ,3 wwwwwwwwwwwwwwwwr�wwwwwwwww 0 Cl) g §1 �CD ° j� m mrn�m m WU)I 3 . > Z 1 coFri 1 CI) 3 -,...L' (s. 3 "�'1zzzzzzzzzzzzzzzzzzzzzzzzzz 73 � U)( (� COCOOliA = 00000000000000000000000000 CO (n(n = bb g 7 D OC N m >I 3 �W-+W W NNW WW01(oANW�� A� aA O) N f0 NN < COWUt O(D OO70 VJU1(7)O VOm CO 4,6)NNV(A(DJ �� C7 r (O a00000a000000000000000000000 .C20:I, n) L.) D C ilil � 93�� x w W NN -+ a)) CD DO T N CD SS o0 CD S Cz-.(n.,-,-.J�-) 0 O CC WW A A AA A A A AAAA- AAA =O AO AAA OA A (Cl413' CC Q. o > .00-.__._._._.__._. 79 r�•� O ..C 7 7 7 7 7 7 7 7 7 7 7 7 75 .7 7 7 7 7 7 7 7 7 Z !7!C1 o v� NN ?� _ �? c v O(n TXCD C' bb (D 1 gl 2 -,4,(.0-- -+-,-)-,(p-)-)A1�� —.•--)W...a-,-,— 7 (A O 00 3 m = : J== . P;, )j NDN=— (n Cr' CD CSD k A O OA A A A AA O A A OA 4,..P.-P.A SA O�AD A 3 a. _, oo D 0 5.5.55.5.55-5.5.5.5.5.5.5.5 S 5=-70.x'5.=5.55.9' b c C [ -,c..)1 b I n pi C) CJI C) o ZzzZzZzzzzzzZZZZZzzzzzzzzZ 3. Q) Fp' r- 0 (o N o°00000000000 o 00000000000 o y CD y NC D — 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 a N -n Z (Q N N� CD CD CD CD CD CD CD CD CD CD Co CD Co(D Co Co CD(D CD CD CD CD CD CD CD CD (p a O CD N-+ (D I 0 N A D N N to 7 ZZZZZZZZZZZZZZC O0 C C ZCO000 00 C C C C ZC C 0 !c it 00000000000000 d d d0 dd d d nOaa C-A 0 # ( ============ 00 0 0 0 0 0 0 7 00 Nr O N��y� N� N (DCDCDCDCDCDCD(D(DCDCCDCDCDOO0000000CDOO 7 CD 01- O ( CQ FORM R405-2017 TEMPERATURES Programmable Thermostat: N Ceiling Fans: Cooling [ XJan [ X Feb [ X Mar [ X Apr X May X Jun [ X] Jul X] Aug [ X Sep [ X] Oct X Nov X Dec Heating [ X ]Jan [ X] Feb ( X] Mar [ X] Apr € X] May [ X] Jun [ X] Jul € X] Aug [ X] Sep [ X] Oct € X] Nov X Dec Venting [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X Dec Thermostat Schedule: Florida Building Code,6th Edition Hours Schedule Type (2017) 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 Heating(WEH) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 2020-Feb-14 11:5431 wrfght80ft' Rig Ft-Suite®Universal 2019 19.0.15 RSU00000 RigfEEnergy®Florida 2017 Section 405.4.1 Compliant Software Page ,....• ,..—...., .-... ...SCBuldersWelson-1721AtlarticBeach Drx Calc=MJ8 Frort Door faces:SW FORM R405-2017 ENERGY PERFORMANCE LEVEL(EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX =70 The lower the EnergyPerformance Index, the more efficient the home. 1.New home or addition 1. New(From Plans) 12.Ducts,location&insulation level a.Supply ducts: R 6.0 2.Single-family or multiple-family 2. Single-Family b.Return ducts: R 6.0 c.AHU location: System 1 3.Number of units,if multiple-family 3. 1 13.Cooling systems Capacity 55.2 4.Number of bedrooms 4. 5 a.Split system: SEER 15.00 b.Single package: SEER 5.Is this a worst case?(yes/no) 5. No c.Ground/water source: SEER/COP d.Room unit/PTAC: EER 6.Conditioned floor area(ft2) 6. 3946.25 e.Other. 7.Windows,type and area* 14.Heating systems Capacity 58.0 a.U-Factor. 7a. Dbl,0290 a.Split system heat pump: HSPF 8.50 b.Solar Heat Gain Coefficient(SHGC): 7b. 023 b.Single package heat pump: HSPF c.Area(ft2) 7c. 573.50 c.Electric resistance: COP d.Gas furnace,natural gas: AFUE 8.Skylights e.Gas furnace,LPG: AFUE a.U-Factor 8a. f.Other b.Solar Heat Gain Coefficient(SHGC): 8b. 15.Water heating systems 9.Floor type,insulation level a.Electric resistance: EF a.Slab-on-grade(R-value): 9a. 0.0 b.Gas fired,natrual gas: EF 0.820 b.Wood,raised(R-value): 9b. 19.0 c.Gas fired,LPG: EF c.Concrete,raised(R-value) 9c. d.Solar system with tank: EF e.Dedicated heat pump with tank: EF 10 Wall type and insulation: f.Heat recovery unit: HeatRec% a.Exterior: g.Other: 1.Wood frame(Insulation R-value): 10a1. 19 2.Masonry(Insulation R-value): 10a2. 16.HVAC credits claimed(Performance Method) b.Adjacent: a.Ceiling fans: 1.Wood frame(Insulation R-value): 10b1. 11 b.Cross ventilation: 2.Masonry(Insulation R-value): 10b2. c.Whole house fan: d.Multizone cooling credit: Yes 11.Ceiling type and insulation level e.Multizone heating credit: Yes a.Under attic(R-value): 11a. 20.0 f.Programmable thermostat: b.Single assembly(R-value): 11b. c.Knee walls/skylight walls(R-value) 11c. d.Radiant barrier installed 11d. `Label required by Section 303.1.3 of the Florida Building Code,Energy Conservation,if not DEFAULT. I certify that this home has complied with the Florida Building Code,Energy Conservation,through the above energy saving features which will be installed(or exceeded)in this home before final inspection. Otherwise,a new EPL Display Card will be completed based on installed Code compliant fea s. Builder Signature: Date: Z/i51/4dZ o Address of New Home: 1721 Atlantic Beach Drive City/FL Zip: Atlantic Beach,FL 32233 2020-Feb-14 11:54:31 wrightsoft Right-SuteeUriversa12019 19.0.15 RSU00000 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page l ...SCBuldersWelson-1721 AtlarticBeach Dr.n.p CaIc=MJ8 Front Door faces:SW FORM-R405-2017 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 1721 Atlantic Beach Drive PERMIT#: Atlantic Beach,FL 32233 MANDATORY REQUIREMENTS -See individual code sections for full details. SECTION R401 GENERAL ri R401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statues)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.completed and signed by the builder The building official shall verify that the EPL display card accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix RD. riR402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. rl R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. ❑ R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. ri R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air 1-1 changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes or individuals licensed as set forth in Section 489.105(3Xf), (g),or(i)or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations, renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be dosed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake, makeup air,bad<draft and flue dampers shall be dosed, but not sealed beyond intended infiltration control measures. 3.Interior doors, if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. C] R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeledin accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-figging doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. rlR402.4.3 Fenestration air leakage. Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/W DMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 2020-Feb-14 11:54:31 wrightsoft Riga-Sute®Uruversal 201919.0.15RS000000 Right-Energy®Florida2017 Section 405.4.1Compliant Software Page 8 ...SC BuldersWelson-1721 Magic Beach Drnp Calc=MJ8 Frort Door faces SW FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1.Direct vent apliances with both intake and exhaust pipes installed continuous to the outside. 2.Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. ❑ R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS 0 R403.1 Controls ▪ R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. E3R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing(Mandatory). All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3Xf),(g),or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. ElR403.3.2.1 Sealed air handler. Air handlers shall have a manufacturers designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. ▪ R403.3.3 Duct testing. Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch wg. (25 Pa)across the system, including the manufacturers air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Post construction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturers air handler enclosure. All registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ElR403.3.5 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13'C)shall be insulated to a minimum of R-3. ElR403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight, moisture,equipment maintenance,and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace termperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. ElR403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for how water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2020-Feb-14 11:5431 wrightsoft Rigtt-Sine®Universal 2019 19.0.15 RSU00000 Rigtt-Energy®Honda 2017 Section 405.4.1 Compliart Soft mare Page ...SC BuldersWelson-1721 Atlantic Beach Dr.n. Calc=MJ8 Front Door faces:SW FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) EiR403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches(89 mm)in the hot water distribution line and cold water line located as dose as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1 Storage water heater temperature controls. ▪ R403.5.6.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ▪ R403.5.6.1.2 shut down. A separate switch or a dearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. ▪ R403.5.6.2 Water heating equipment Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water heating system. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical,as applicable,or with other approved means of ventilation,including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that dose when the ventilation system is not operating. ▪ R403.6.1 Whole-house mechanical ventilation system fan efficacy When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. EiR403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure of for mechanical ventilation shall meet the following criteria: 1.The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable IndoorAir Quality,shall be the maximum rates allowed for residential applications. 2.No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawispaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3.If ventilation air is drawn from enclosed spaces(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19,space permitting,or R-10 otherwise. ❑ R403.7 Heating and cooling equipment(Mandatory). ▪ R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved methodologies, heating and cooling calculation based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY(a) AIRFLOW RATE MAXIMUM CFM CFMNVATT CFM Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfrrbwatt Any Bathroom,utility room 10 1.4 cfraiwatt <90 Bathroom,utility room 90 2.8 cfmtwatt Any For SI: 1 cfm-28.3 L/mn. (a)When tested in accordance HVI Standard 916 WrightsOft Right-Sute®Uriversa1201919.0.15RS000000 Right-Energy®Florida 2017 Sedion405.4.1Compliant Sofware2020-Feb-14 P1 agege 10 ...SCBuldersWelson-1721AtlarticBeach Dr.n.p Calc M.18 Front Door faces:SW Pa MANDATORY REQUIREMENTS -(Continued) 0 R403.7.1.1 Cooling equipment capacity Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the dosest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value forAHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1.Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2.When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity ElR403.7.1.2.1 Heat pumps Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1 ElR403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1.A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2.A variable capacity system sized for optimum performance during base load periods is utilized. ElR403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ElR403.9 Snow melt and ice system controls(Mandatory). Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ElR403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or extemal to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. EDR403.10.2 Time switches. Time switches or other control methods that can automatically tum off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1.Where public health standards require 24-hour pump operations. 2.Pumps that operate solar-and waste-heat-recovery pool heating systems. 3.Where pumps are powered exclusively from on-site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or afterApril 16,2013,when tested in accordance with ANSI Z 21.56.Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 2020-Feb-14 11:54:31 41111. wrightsoft- Right-Sute®Urrversa1201919.0.15RS000000 Rigrt-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 11 ...SC BuldersWelson-1721 Atiartic Beach Drnp Calc=MJ8 Front Door faces:SW MANDATORY REQUIREMENTS-(Continued) ElR403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. ElR403.11 Portable spas(Mandatory). The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS EiR404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 2020-Feb-14 11:54:31 4111- wrightsoft Rigrt-Sute®Uriversa1201919.0.15 RSU00000 Right-Energy&Florida 2017 Section 405.4.1 CompliartSoftovare Page 12 .404, ...SCBulders\Nelson-1721AtlarticBeach Dr.n.p Calc=M18 Front Door faces:SW FORM R405-2017 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Nelson Residence Builder Name Timberline Construction Street: 1721 Atlantic Beach Drive Permit Office: Atlantic Beach City,State, .Tip: Atlantic Beach,FL 32233 Permit Number. Ower. Greg Nelson Jurisdiction: 261100 Design Location: FL,Jacksonville NAS COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA ✓ General A continuous air barrier shall be installed in the requirementsbuilding envelope.The exterior thermal envelope Air-permeable insulation shall not be used as acontains a continuous barrier.Breaks or joints in the sealing material. air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit The insulation in any dropped ceiling/soffit shall be aligned with the insulation and any shall be aligned with the air barrier. gaps in the air barrier shall be sealed. n Access openings,drop down stairs or knee wall doors to unconditioned attics paces shall be sealed. Walls The junction of the foundation and sill plate Cavities with corners and headers of frame walls shall be sealed.The junction of the top plate shall be insulated by completely filling the cavity and the top of exterior walls shall be sealed. with a material having a thermal resistance of R-3 U Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier Windows,skylights The space between window/door jambs and framing, and doors and skylights and framing shall be sealed. ❑ Rim joists are insulated and include an air Rim joists shall be insulated. Rim joists barrier. ❑ Floors(including The air barrier shall be installed at any exposed Floor framing cavity Insulation shall be installed above-garage and edge of insulation. to maintain permanent contact with the underside cantilevered floors) of subfloor decking,or floor framing cavity insulation shall be permitted to be in contact ❑ with the top sideof sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space Exposed earth in unvented crawl spaces shall be Where provided in lieu of floor insulation, walls covered with a Class I vapor retarder with insulation shall be permanently attached ❑ overlapping joints taped. to the crawlspace walls. Shafts,penetrations Duct shafts,utility penetrations,and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that ❑ on installation readily conforms to the available cavity spaces. Garage Air sealing shall be provided between the garage separation and conditioned spaces. ❑ Recessed Recessed light fixtures installed in the building Recessed light fixtures installed in the lighting thermal envelope shall be sealed to the drywall. building thermal envelope shall be air tight ❑ and IC rated. Plumbing and Batt insulation shall be cut neatly to fit around wiring wiring and plumbing in exterior walls,or insulation that on installation readily conforms ❑ to available space shall extend behind piping and wiring. Shower/tub on The air barrier shall be installed behind Exterior walls adjacent to showers and tubs ❑ exterior wall electrical or communication boxes or air-sealed shall be insulated. boxes shall be installed. Electrical/phone The air barrier shall be installed behind box on exterior electrical or communication boxes or air-sealed ❑ walls boxes shall be installed. HVAC register HVAC register boots that penetrate building boots thermal envelope shall be sealed to the subfloor ❑ or drywall. Concealed When required to be sealed,concealed fire sprinklers sprinklers shall only be sealed in a manner that is recommended by the manufacturer. n Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 2020-Feb-14 11:54.31 wrightsoft RighESute®Uriversa1201919.0.15RS000000 Right-EnergO)Flonda2017 Section 405.4.1 Compliant Software Page 13 ..SC BuldersWelson-1721 Atlantic Beath Dr.np Calc=MJ8 Frort Door faces:SW FORM-8405-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit Number: Job Information Builder: Timberline Construction Community: Lot: Address: 1721 Atlantic Beach Unit: City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance,Prescriptive,or ER/Method. ❑ PRESCRIPTIVE METHOD The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch wg.(50 pascals)in Climate Zones 1 and 2. ❑ The building or dwelling unit shall be tested and verified as having an air leakage rate of not PERFORMANCE or ERI METHOD exceeding the selected ACH(50)value,as shown on FORM R405-2017(Performance)or R406-2017(ERI),section labeled as Infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ERI): 3.000 x 60÷ 49239 = Method for calculating building volume: CFM(50) Building Volume ACH(50) ❑ Retrieved from architectural plans PASS ✓❑ Code software calculated ❑ Field measured and calculated I I When ACH(50)is less than 3,Mechanical Ventilation installation must LJ be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSURESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues,or individuals licensed as set forth in Section 489.105(3Xf),(g),or(i)or and approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be dosed,but not sealed beyond intended infiltration control measures. 3. Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2020-Feb-14 11:54:31 wrightsoft Right-Sute®Uriversat201919.0.15RS000000 Right-Energy®Florida 2017 Section 405.4.1Compliant Software Page 14 ...SC BuldersWelson-1721 Atlantic Beach Dcnp Catc=MJ8 Frort Door faces:SW " '' `is , 11 t ! _Yr-i}.-,ar1:" 1!;-;..5 :1:,:Nsli s.,,lrC r,... i7,e ;,...1 1 T' , i);i...-?,C7 t7'1,.1"-j%,:;.71'..,,•..f.1.-..1 , :!..,,. C-a;?i.,i-. -.i •..t,:-. , ,t!C. ., .-R, ,, t .._ _rS1s.-.2.'.t', ' " A, r' ! ..._ i(fs' ,. riC,45 !'''',_it(}: '-;1!•-:''' 1 it ., `.. !r .".i"a" ' ..(it G .iV-t t.._',' ti :,, ' v.1e?1 ' r.� 'If.rrs its ri,J i u t,f ;ryr M "'sr1iS.1 ,c' nil�liY�'e:'`1"c1.,i: s -i Y C iy�L� .. ,R. i + 11;x.'„`. .,} .:,tl f. , ":1,..4'} :-.......C..1 ., k^,:' ,,.,,,,:.•-...,. . L_ t ft.'•, 1fS0(.t ti t,,,.d T,',-.'',1t;. :.!'. •.,i' 4. :.-• ,i10 i\N • 1'..1 1 a :.!... ,r. i'17-.1C'''-i8.0•44 .'I , .. 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FORM R405-2017 Duct Leakage Test Report Residential Perscriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit Number: Job Information Builder: Timberline Construction Community: Lot: Address: 1721 Atlantic Beach Unit: City: Atlantic Beach State: FL Zip: 32233 Duct Leakage Test Results System 1 cfm25 Prescriptive Method cfm25(Total) To qualify as"substantially leak free"Qn Total must be less than System 2 cfm25 or equal to 0.04 if air handler unit is installed. If air handler unit is not installed,Qn Total must be less than or equal to 0.03. This System 3 cfm25 testing method meets the requirements in accordance with Section R403.3.3. Sum of any additional dll t unit i systems cfm25 Is the air handlernsae Yr ] YES ON during testing? tri NO («003On) Totalstall systems s cfm25 n Performance/ERI Method cfm25(Out or Total) _ 3946 _ Qn To qualify using this method,Qn must be not greater than the Total of all Total Conditioned proposed duct leakage Qn specified on Form R405-2017 or systems Square Footage R406-2017. Leakage Type selected on Form on specified on Form R405-2017 FAIL (Energy Ca/c)or R406-2017 (Energy Calc)or R406-2017 PASS n FAIL Default Leakage Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or(7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or(i), Florida Statues. Testing Company Company Name: Phone: I hereby verify that the above duct leakage test results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2020-Feb-14 11.54:31 wrightsoft Right-Sute®Unversa1201919.0.15RS000000 Rig1t-Energy®Florida2017 Section 405.4.1 Compliant Software Page 15 ...SC BuldersWelson-1721 Atlantic Beach Drnp Calc=MJ8 Front Door faces:SW • Reference Home Characteristics Greg Nelson Title:Nelson-1721 Atlantic Beach Dr TMY City:FL_Jacksonville-Cr 1721 Atlantic Beach Drive Atlantic Beach,FL 32233 FLBase2017 Above-grade Walls(Uo) 0.084 Above-grade Wall SolarAbsorptance 0.75 Above-grade Wall Infared Emittance 0.90 Basement Walls(Uo) n/a Above-grade Fbors(Uo) n/a Slab Insulation R-Value 0.0 Ceilings(Uo) 0.030 Roof SolarAbsorptance 0.75 Roof Infared Emittance 0.90 Attic Vent Area(ft2) 0.00 Crawlspace Vent Area(ft2) n/a Exposed Masonry FloorArea(ft2) 629.40 Carpet&Pad R-Value 2.0 Door Area(ft2) 40.00 Door U-Factor 0.400 North Window Area(ft2) 141.35 South Window Area(ft2) 141.35 East Window Area(ft2) 141.35 West Window Area(ft2) 141.35 Window U-Factor 0.400 Window SHGC(Heating) 0.2169 Window SHGC(Cooling) 0.2169 ACH50 7.00 Internal Gains*(Btu/day) 152091 Water heater galbns per day 160.00 Water Heater set point temperature 120.00 Water heater efficiency rating 0.47 Labeled Heating System Rating and Efficiency HSPF=8.2 Labeled Cooling System Rating and Efficiency SEER=14.0 Air Distribution System Efficiency 0.88 Thermostat Type Manual Heating Thermostat Settings 72.0(AI hours) Project SummaryJob: + wrightsoft � Date: Aug 16,2019 System 1 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St,Oddawata,FL 32179 Phone:386-503-0449 Email:MechariCalcs@gmail.com Web ineedHVACcalcs.com or MedariCalcsLLC.com Pro'ect Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 REVISION Notes: OFFICE CUPS DA ERae---Slay a y SIGNED Desi•n Information Weather: Jacksonville NAS,FL,US Winter Design Conditions Summer Design Conditions Outside db 37 °F Outside db 96 °F Inside db 70 °F Inside db 75 °F Design TD 33 °F Design TD 21 °F Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 19489 Btuh Structure 18023 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(87 cfrii) 3175 Btuh Central vent(87 cfrii) 1979 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 22663 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 20002 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/3283 Girl Structure 2406 Btuh Ducts 0 Btuh Central vent(87 Lit l) 2732 Btuh Heating Cooling Outside air Area(ft2) 1959 1959 Equipment latent bad 5138 Btuh Volume(f13) 23606 23606 Air changes/hour 0.22 0.11 Equipment Total Load(Sen+Lat) 25140 Btuh Equiv.AVF(dm) 88 42 Req.total capacity at 0.81 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ160301B Cond GSZ160301B AHRI ref 202542787 Coil AVPTC37B14B AHRI ref 202542787 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 22517 Btuh Heating output 29000 Btuh @ 47°F Latent cooling 5282 Btuh Temperature rise 0 °F Total cooling 27799 Btuh Actual air flow 0 cfrn Actual air flow 920 dm Air flow factor 0 cfrrVBtuh Air flow factor 0.051 cftWBtuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.80 Capacity balance point=32°F Backup:Goodman Mfg. Input=5 kW, Output=17061 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2020-Feb-14 11:53:18 .t..."_•— RRlgtt-Sute®Uriversal 2019 19.0.15 RSU00000 Page 1 ..SCBrildersWelson-1721 AtlartcBeach Dr.n.p Calc=MJ8 Front Door faces:SW Project Summary Job: '.44+ wrightsoft Date: Aug 16,2019 System 2 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St Octclawata,FL 32179 Phone:386-503-0449 Email:MedariCalcs@gmail.com Web:ineedHVACcalcs.com or Meder,CalcsLLC.com Pro'ect Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Notes: Desi•n Information Weather: Jacksonville NAS,FL,US Winter Design Conditions Summer Design Conditions Outside db 37 °F Outside db 96 °F Inside db 70 °F Inside db 75 °F Design TD 33 °F Design TD 21 °F Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 16013 Btuh Structure 22190 Btuh Ducts 0 Btuh Ducts 0 Btuh Central vent(0 rim ) 0 Btuh Central vent(0 cfui) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment bad 16013 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 22190 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa[3283 cfrn Structure 2854 Btuh Ducts 0 Btuh Central vent(0 din) 0 Btuh Heating Cooling (none) Area(fie) 1987 1987 Equipment latent bad 2854 Btuh Volume(ft') 25633 25633 Air changes/hour 0.26 0.12 Equipment Total Load(Sen+Lat) 25044 Btuh Equiv.AVF((Jill) 112 53 Req.total capacity at 0.85 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Trade GOODMAN T ade GOODMAN g Model GSZ160301B Cond GSZ160301B AHRI ref 202542787 Coil AVPTC37B14B AHRI ref 202542787 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 23316 Btuh Heating output 29000 Btuh @ 47°F Latent cooling 4115 Btuh Temperature rise 0 °F Total cooling 27431 Btuh Actual air flow 0 dm Actual air flow 925 (fill Air flow factor 0 cfrn/Btuh Air flow factor 0.042 ufrriBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.89 Capacity balance point=25°F Backup:Goodman Mfg. Input=8 kW, Output=27297 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. _44 wrightsoft 2020-Feb-141153:18 Right-Scite®Universal 2019 19.0.15 RSU00000 Page 2 AC-aSs ...SC Bulders\Nelson-1721 Atlantic Beach Dr.n.p Calc=M.r8 Front Door faces:SW Manual S Compliance Report Job: wrightsoftDate: Aug 16,2019 System 1 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St,Oddawaha,FL 32179 Phone:386-503-0449 Email:MedheniCalcs@gmail.com Web:ineedHVACcalcs.com or Mecrar,CalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 95.7°F Sensible gain: 20002 Btuh Entering coil DB: 77.0°F Outdoor design WB: 77.1°F Latent gain: 5138 Btuh Entering coil WB: 64.2°F Indoor design DB: 75.0°F Total gain: 25140 Btuh Indoor RH: 50% Estimated airflow: 920 cfrn Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ160301B+AVPTC37B14B Actual airflow: 920 cirri Sensible capacity: 22395 Btuh 112%of bad Latent capacity: 5404 Btuh 105%of bad Total capacity: 27799 Btuh 111%of bad SHR: 81% Heating Equipment Design Conditions Outdoor design DB: 36.8°F Heat loss: 22663 Btuh Entering coil DB: 70.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ160301B+AVPTC37B14B Actual airflow: 0 elm Output capacity: 29000 Btuh 128%of bad Capacity balance: 32 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Goodman Mfg. Model: Actual airflow: 0 cfrn Output capacity: 5.0 kW 75%of bad Temp.rise: 17 °F Meets all requirements of ACCA Manual S. wrightsoft Right-Siite®UriversaI201919.0.15RS000000 2020-Feb-14 11:53:18 _ 9 ".E,A ...SC&ilders\Nelson-1721Mantic Beach Dr.np Calc=MJ8 FrortDoorfaces:SW Manual S Compliance liance Report Jae: - - wrightsoftDate: Aug 16,2019 System 2 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St Oc$awaha,FL 32179 Phone:386-503-0449 Email:MectnnCalcs@gmail.com Web:ineedHVACcalcs.com or MechanCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 95.7°F Sensible gain: 22190 Btuh Entering coil DB: 75.0°F Outdoor design WB: 77.1°F Latent gain: 2854 Btuh Entering coil WB: 62.5°F Indoor design DB: 75.0°F Total gain: 25044 Btuh Indoor RH: 50% Estimated airflow: 925 kilt Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ160301B+AVPTC37B14B Actual airflow: 925 dill Sensible capacity: 23424 Btuh 106%of load Latent capacity: 4007 Btuh 140%of load Total capacity: 27431 Btuh 110%of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 36.8°F Heat loss: 16013 Btuh Entering coil DB: 70.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ160301 B+AVPTC37B14B Actual airflow: 0 dill Output capacity: 29000 Btuh 181%of load Capacity balance: 25 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Goodman Mfg. Model: Actual airflow: 0 clrn Output capacity: 8.0 kW 170%of load Temp.rise: 51 °F Meets all requirements of ACCA Manual S. wrightsoft 2020-Feb-1411:53:18 • Right-Sute®Unversal 2019 19.0.15 RSU00000 Page 2 ..SC BuldersWelson-1721 Atlantic Beach Dr.rtp Calc=MJ8 Front Door faces SW Duct System SummaryJob: 4 wrightsoft y Date: Aug 16,2019 System 1 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St Odciawahe,FL 32179 Phone:386-503-0449 Email:MederiCalcs@gmail.com Web:ireedHVACcalcs.com or MederiCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.18 in H2O 0.18 in H2O Available static pressure 0.42 in H2O 0.42 in H2O Supply/return available pressure 0.175/0.245 in H2O 0.175/0.245 in H2O Lowest friction rate 0.062 in/100ft 0.062 in/100ft Actual air flow 0 c6 r r 920 uir n Total effective length(TEL) 680 ft Supply Branch Detail Table Design Htg CIg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matt Ln(ft) Ln(ft) Trunk Ertry c 1405 0 72 0.069 5.0 Ox 0 VIFx 47.0 205.0 st8 GBath c 264 0 13 0.062 4.0 Ox 0 V1Fx 68.3 215.0 st8 Guest Bed c 2206 0 113 0.064 7.0 Oxo VIFx 64.6 210.0 st8 Gym c 1944 0 99 0.076 6.0 Ox 0 VIFx 35.5 195.0 st6 Gym Bath c 549 0 28 0.074 4.0 Ox 0 V1Fx 40.5 195.0 st6 Kitchen Family c 1959 0 100 0.070 6.0 Ox 0 VIFx 55.1 195.0 st7 Kitchen_Family-A c 1959 0 100 0.071 6.0 Ox 0 VIFx 51.5 195.0 st7 KittenFamily-B c 1959 0 100 0.071 6.0 Ox 0 VIFx 55.0 190.0 st7 Kitchen Family-C c 1959 0 100 0.074 6.0 Ox 0 VIFx 45.5 190.0 st7 KitchenFamily-D c 1959 0 100 0.074 4.0 Ox 0 VIFx 40.5 195.0 st6 .&cJ Room c 415 0 21 0.115 4.0 Ox 0 VIFx 12.6 140.0 st1 Office c 1444 0 74 0.064 5.0 Ox 0 VIFx 56.5 215.0 st8 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st6 PeakAVF 0 227 0.074 417 10.0 0 x 0 VinIFIx st1 st1 PeakAVF 0 920 0.062 521 18.0 0 x 0 VinIFIx st7 Peak AVF 0 400 0.070 374 14.0 0 x 0 VinIFIx st1 st8 Peak AVF 0 272 0.062 346 12.0 0 x 0 VinIFEx st1 wrighfsoft 2020-Feb-1411.53:18 „ Right-Sute®Uriversal 2019 19.0.15 RSU00000 Page 1 �� ..SCBuIders\Nelson-1721 AtlardcBeach Dcnp Calc=MJ8 Frort Door facesSW Return Branch Detail Table Grille Htg Cig TEL Design Vebc Diam H x W Stud/Joist Duct Name Size(in) (chi) (cfrii) (ft) FR (fpm) (in) (in) Opening(in) Mali Trunk rb11 Ox 0 0 199 88.0 0.279 571 8.0 Ox 0 VIFx rb2 Ox 0 0 521 320.5 0.076 487 14.0 Ox 0 VIFx rt4 rb10 Ox 0 0 126 397.0 0.062 285 9.0 Ox 0 VIFx rt5 rb9 Ox 0 0 74 380.5 0.064 276 7.0 Ox 0 VIFx rt5 Return Trunk Detail Table Trunk Htg Clg Design Vebc Diam H x W Duct Name Type ((IITO) (cfm) FR (fpm) (in) (in) Material Trunk • rt5 Peak AVF 0 200 0.062 452 9.0 0 x 0 VinlFtx rt4 rt4 PeakAVF 0 721 0.062 516 16.0 0 x 0 ViniFlx rt2 rt2 PeakAVF 0 721 0.062 516 16.0 0 x 0 ViniFtx wrightsoft 2020-Feb-14 11:53:18 Right-Suite®Uriversal 2019 19.0.15 RSU00000 Page 2 lI�* ...SC BuldersWelson-1721 Aliariic Beach Dr.n. Calc=MJ8 Front Door faces:SW t Duct System SummaryJob: 4 wrightsoft y Date: Aug 16,2019 System 2 By. Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St,Oddawale,FL 32179 Phone:386-503-0449 Email:MederiCalcs@gmail.com Web:ineedHVACcalcs.com or MediariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.30 in H2O 0.30 in H2O Available static pressure 0.20 in H2O 0.20 in H2O Supply/return available pressure 0.080/0.120 in H2O 0.080/0.120 in H2O Lowest friction rate 0.122 in/100ft 0.122 in/100ft Actual air flow 0 dm 925 cfni Total effective length(TEL) 164 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk B2C c 9 0 0 0.938 4.0 Ox 0 VIFx 8.6 0.0 Bath2 c 365 0 15 0.617 4.0 Oxo V1Fx 12.5 0.5 Bath c 346 0 14 0.350 4.0 Oxo VIFx 22.1 0.9 st3 Bed 2 c 2510 0 105 0.275 6.0 Ox 0 VIFx 20.0 9.2 Bed 3 c 2112 0 88 0.484 5.0 Ox 0 VIFx 8.5 8.1 Bed 4 c 2386 0 99 0.160 6.0 Ox 0 VIFx 26.6 23.5 st4 Laundry c 1750 0 73 0.122 5.0 Ox 0 VIFx 32.1 33.8 st5 Loft c 3901 0 163 0.161 8.0 Ox 0 VIFx 27.5 22.4 st5 Loft-A c 3901 0 163 0.248 7.0 Ox 0 VIFx 18.4 14.0 MW lc c 9 0 0 0.258 4.0 Ox 0 VIFx 23.5 7.7 st4 Master Bath c 1424 0 59 0.180 5.0 Ox 0 VIFx 26.5 18.1 st4 Master Bed c 1313 0 55 0.295 5.0 Ox 0 VIFx 16.3 10.9 st2 Master Bed-A c 1313 0 55 0277 5.0 Ox 0 VIFx 17.8 11.3 st2 Office Up c 832 0 35 0.170 4.0 Ox 0 VIFx 28.9 18.2 st5 Sirk3 c 19 0 1 0.438 4.0 Ox 0 V1Fx 18.2 0.1 st3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (Jut) (dr!) FR (fpm) (in) (in) Material Trunk st2 PeakAVF 0 109 0.277 409 7.0 0 x 0 VinIFx st3 PeakAVF 0 15 0.350 57 7.0 0 x 0 VinlFbc st4 PeakAVF 0 159 0.160 456 8.0 0 x 0 VnlFlx st5 PeakAVF 0 270 0.122 496 10.0 0 x 0 VinlFbc "4- wrightsoft w� �gk_Sute®Uriversal201919.0.15RS000000 2020-Feb-1411:53:18 �^, Page 3 ACS ...SCBulders\Nelson-1721 Atlantic BeachDr.np Calc=MJ8 Front Door faces:SW e-i ch Y - a N LL a p X x X X X N 7 LLLLLL LI_ LI_ 0 55555 L.L LCL S c c 0 cp 55 0 >> O O 0 0 0 0 0 X ,C x x I " 0 0 x .6 O O x8 x x x _ -- O O O CD o0 25 CZ 00000 � .0 ` C° H E co � rnr� N 1- p m = T CI � c��) () IIC) CD COCO 0 > C o N M ONO Och CO L C qN o ` o W .0ix O O O O O r .2)wo 0C u C a) LL o 0 8 L 0 4-0 - o +�+ NC) (0N0 °' LL CD J CO r- cd CV a/ Ln Ln rn a/ 'fry O) aOt� 00) ,g 0) � o U N - 11 co ONO M c CO 0 0 N CO 7 � � � • 0 0 ; A I J o) m 00000 c 7- t a 0 2 QQ CO a' 92 -:-L.-- 00000 i- ~ Co @ L. rE g 00000 as ; , z n m ZLIQ t` Co c -2 -2 - Z „ 4 Static Pressure and Friction Rate Job: 1 - wrightsoft Date: Aug 16,2019 System 1 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St Oddawata,FL 32179 Phone:386-503-0449 Email:MedartiCalcs@gmail.com Web:ineedHVACcalcs.com or MediariCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Available Static Pressure Heating Cooling (in H2O) (in H2O) External static pressure 0.60 0.60 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.05 0.05 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.42 0.42 Total Effective Length Supply Return (ft) (ft) Measured length of run-out 29 22 Measured length of trunk 40 45 Equivalent length of fittings 215 330 Total length 283 397 Total effective length 680 Friction Rate Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.062 OK 0.062 OK Return Ducts 0.062 OK 0.062 OK Fitting Equivalent Length Details Supply 4AE-55, 11C-40, 11G-5, 11G-5,11G-5, 11G-5, 11C-40, 11G-5, 11G-5, 11G-5, 11G-5, 11G-5,USR1=35: TotalEL=215 Return 11C=40,6L=20, 11G=5, 11C=40, 11G=5,6C6=115,8D3=65,560:TotalEL=330 wrightsoft 2020-Feb-14 11:53:18 Riga-Sute®Uriversal 2019 19.0.15 RS000000 Page 1 ACC* g SC BuldersWelson-1721 Atlar6c Beach Dr.n� Calc=M.18 Front Door faces:SW Static Pressure and Friction Rate Job: -+�- wrightsoft Date: Aug 16,2019 System 2 By: Jonathan Jacobs Jonathan Jacobs 13930 SE 124th St,Oddawaha,FL 32179 Phone:386-503-0449 Email:MedgriCalcs@gmail.com Web:ineedHVACcalcs.com or MedarvCalcsLLC.com Project Information For: Greg Nelson,Timberline Construction 1721 Atlantic Beach Drive,Atlantic Beach,FL 32233 Available Static Pressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure bsses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.05 0.05 Return grilles 0.05 0.05 Filter 0.20 0.20 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.20 0.20 Total Effective Length Supply Return (ft) (ft) Measured length of run-out 10 19 Measured length of trunk 22 24 Equivalent length of fittings 34 56 Total length 66 98 Total effective length 164 Friction Rate Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.122 OK 0.122 OK Return Ducts 0.122 OK 0.122 OK Fitting Equivalent Length Details Supply 4AE=55, 11C=40, 11G=5, 11G=5, 1A=35, 11G=5, 11G=5,VelAdj=116:TotaEL=34 Return 11 C-40,6L-20, 11G-5, 11 H-7, 11H-7, 11G-5,5B-40,VelAdj=68:TotalEL=56 411.11- wrightsoft 2020-Feb-1411:53:18 AKR glY-Sute®Urrversal 2019 RS000000 Page 2 ..SC B ilders\Nelson-1721 Atiartc Beach Dcnp Calc=M 18 Fro19.0.15rt Door faces:S W N 4k Alk First ...."-Y-F -L. .._.._ - Gym Bath r 8x4• 04" 28drt" `n F 8x4 I Lim 10x6 103 dm Kitchen_Famiy 10x6 7 99 do Gym 06,: 10x6 10x6 100dn 100 dm 100 con 06,E 12x12 199 dm i -> f -dYstat_tt_ Ret Riser ow °o _ to 018" 4" 8x4 - 21dn 16x16 {,�, 521 do i Mud ��11 !J:II :moi` �N�Y��014" 10x6 , 74 do Office i L05"Ret Riser 8116" imittistitiminia 12x 12 ■Wyy► �t7 74 dm II 07" Stairs 1 i T It 6x4 10x6 GBat 13dn 72dn I 05" "' IRIL.si I M III I 1101.44 12x8 Spit ASHP G ocdman Mfg GOCOMAN . 113 dr GSZ160301 B AVPTC37B14B Garage 12 x 12 07" 126 do 09" Entry Guest Bed I1 I .moi ifil Job #: Jonathan Jacobs sale. 1 .9s Performed by Jonathan Jacobs for: Page 1 Greg Nelson 13930 SE 124th St R ightSuite®Universal 2019 1721 Atlantic Beach Drive Ocklawaha,FL 32179 19.0.15 RS000000 Atlantic Beach,FL 32233 Phone:386-503-0449 2020-Feb-1411:5322 .son-1721 Atlantic Beach amp ineedHVACcalcs.com or MechaniCalcsLLC.com Mechani... • N --------6-41tr Second —,--- ----- Attic 1 SpIitASHPGocdmanMfg,GOCOMPN GSZ160301 B AVPTC37B14B Master Bed 10x6 10x6 lEf 55 drn 55 cfrn 12x12 05" Bath2 8x4n ND dm `05", r. Master Bath y 06 a ► Ret Riser -->gr AH2 016" T 016" Bed2 16x16 illE410Oq" 8x4 - = 4 011 12 x 12 10 x6 i . 012" T.:sw. ■ y 120 dm . 105 dm sxa MVVIC SICtitaillill"44111418:•tF10x6 ocFn�elfinWell �. �'��� 1 � pi 08" f ill 14 x8 11 ..g. F 8 x �L,a�wrw►� 10x6 163 dm 10x6 04" 1dm . i. 1,,, 88 din 07" ll 99 12 x 12 Sk' 3 05.. 010"100c5n _, 12x12 07" en- 102 cfm 8 x4 14x8 • 35 dm 14 dm C57" •11 { .Office up 04- at„ )I 04” Bed 4 Bed 3 Bath 3 r .- r 10x6 r.__r 73 dm i - OJ,. Laundry Loft Job#: Jonathan Jacobs Scale: 1 :99 Performed by Jonathan Jacobs for: Page 2 Greg Nelson 13930 SE 124th St RightSuitle®Universal 2019 1721 Atlantic Beach DriveOcklawaha,FL 32179 19.0.15 R 11:50 Atlantic Beach,FL 32233 Phone:386-503-0449 2020-Feb-14 11 a3ch ..son-1721 Atlantic Beach Drrup ineedHVACcalcs.com or MechaniCalcsLLC.com Mechani... N I_ /I' Attic Attic 2 Job#: Jonathan Jacobs Scale: 'ss Performed by Jonathan Jacobs for: Page 3 Greg Nelson 13930 SE 124th St R ightSuite®Universal2019 1721 Atlantic Beach Drive Ocklawaha, FL 32179 19.0.15 RS000000 Atlantic Beach,FL 32233 Phone:386.503-0449 2020-Feb-1411:5322 .son-1721 Atlantic Beach Drnip ineedHVACcalcs.com or MechaniCalcsLLC.com Mechani...