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1596 MARITIME OAK DRIVE RES18-0358 new home permit RESIDENTIAL PERMIT PERMIT NUMBER ,JI St1 CITY OF ATLANTIC BEACH RES18-0358 800 SEMINOLE ROAD ISSUED: 2/4/2019 "rATLANTIC BEACH. FL 32233 EXPIRES: 8/3/2019 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL •RK MUST CONFORM TO THE CURRENT 6TH EDITION1 OF • D+ 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: 1596 MARITIME OAK DR RESIDENTIAL NEW SINGLE FAMILY RESIDENCE $467547.20 TYPE OFREALESTATE BUILDING USE ZONING: :D • • • GROUP: 169505 1975 ATLANTIC BEACH COUNTRY CLUB UNIT 02 COMPANY: ADDRESS: Dream Finders Homes LLC 360 Corporate Way Suite 100 ORANGE PARK FL 32073 • ADDRESS: ZALUPSKI CHRISTOPHER E 275 1STSTS JACKSONVILLE FL 32250-6747 BEACH 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 . • jRoll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Issued Date: 2/4/2019 1 of 3 RESIDENTIAL PERMIT PERMIT NUMBER r CITY OF ATLANTIC BEACH RES18-0358 Vr 800 SEMINOLE ROAD ISSUED: 2/4/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 8/3/2019 2 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. 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers). Container cannot be placed on City right-of-way. 5 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 6 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 7 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 8 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O. Inspection. 9 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5878. 10 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 11 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $1584.00 Issued Date: 2/4/2019 2 of 3 s RESIDENTIAL PERMIT PERMIT NUMBER r 4 , CITY OF ATLANTIC BEACH RES18-0358 800 SEMINOLE ROAD ISSUED: 2/4/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 8/3/2019 BUILDING PLAN CHECK 455-0000-322-1001 0 $792.00 BUILDING PLAN REVIEW RESUBMITTAL FOURTH AND 455-0000-322-1006 0 $100.00 CONSEQUENT BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 BUILDING PLAN REVIEW RESUBMITTAL THIRD 455-0000-322-1006 0 $75.00 CROSS CONNECTION 400-0000-343-3701 1 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 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 $39.02 STATE DCA SURCHARGE 455-0000-208-0600 0 $26.01 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 41S-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL:$8,501.03 Issued Date: 2/4/2019 3 of 3 51�yfJyCity of Atlantic Beach APPLICATION NUMBER JS 4 Building Department (To be assigned ` assi ned by the Building Department.) );J 800 Seminole Road V � Atlantic Beach, Florida 32233-5445 _ . =X Phone(904)247-5826 • Fax(904)247-5845 "�rj,3J�r E-mail: building-dept@coab.us Date routed: l� City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: t 5.1(p M0 t Ave e artment review required Yes No Buil Applicant: Planning &Zonin Tree Administrator Project: Lk) S b is U ilitie jj Pu7irsmty Fire Services :Review fee $ Dept Signature j Other Agency Review or Permit Required Review or Receiptof Permit Verified By Date Florida Dept. of Environmental Protection `U 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. gDenied. []Not applicable (Circle one.) Comments: frUNt 11 V G(',_ BUILDING � �eec(e�/ �lC y Se t&i,-ks PLANNING &ZONING Reviewed by: Date:-L/— y- TREE ADMIN. Second Review: A roved as revised. ❑ pp �enied. ❑Not applicable PUBLIC WORKS Comments: ,r PUBLIC UTILITIES Xf�" I , /�/ PUBLIC SAFETY Reviewed by:'1' q= ._--- Date: FIRE SERVICES Third Review: [-]Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 s� L1r Revision Request/Correction to Comments "ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. fJ 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: r '-Revision to Issued Permit OR Corrections to Comments t� Date: Project Address: f Y� Mrd I Contractor/Contact Namee T) � Contact Phone: K A YL I L' Email:-&a! I C-e t''s`- ` Jtme-s- ray Description of Proposed Revision/Corrections: Z-G V1A 4 C L� 1ti1 c'•-r.f S L; JAd s,,Ll(�,L�wr LW affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will 9x-oposed revision/corrections add additional square footage to original submittal? ENo , _,Yes(additional s.f.to be added: ) • Will i-oposed revision/corrections add additional increase in building value to original submittal? Jo —!*Yes (additional increase in building value:$ ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) ❑ Approved //Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments � 14 Department Review Required: Building ng Zonings Reviewed By Tree Administrator C40�Utilities / Public Safety Date Fire Services Updated 10/17/18 'S� CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD WIT ='% ATLANTIC BEACH, FL 32233 (904) 247-5800 ZONING REVIEW COMMENTS Date: 11/14/2018 Permit#: RES18-0358 Site Address: 1596 MARITIME OAK DR Review Status: DENIED REM 169505 1975 Applicant: Dream Finders Homes LLC Property Owner: ZALUPSKI CHRISTOPHER E Email: cindy.collins@dreamfindershomes.com Email: Phone: 9046880517 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: Average Grade: Please submit a survey with the average grade. Section 24-17 states "The calculated average grade shall be used for determination of the maximum allowable height of building on parcels that have topographical variation of more than two (2) feet as demonstrated by a certified topographical survey and for all oceanfront parcels. This average elevation shall be determined by the mathematical average of elevation points dispersed at approximately ten-foot equidistant intervals across the buildable area of a parcel. Height from Average Grade: Section 24-17 requires overall height of the house to be measured from average grade for lots with more than two feet of topographical variation. A/C Location: The SPA text for the Atlantic Beach Country Club requires mechanical equipment to be at least 3 feet from side property lines. Please show that this is being met or revise accordingly. 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. sJ'L`�r Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. s r 800 Seminole Rd, Atlantic Beach, FL 32233 `"j''? Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:- SES IW-035S Revision to Issued Permit OR E0 Corrections to Comments Date:.. Project Address: Contractor/Contact Name: �'�F,A o C— 1-z-_ Contact Phone: �LI L Email: �-� C' �F ilst - tiJ-e r tj(.11MeS. (u;, � t(c( Description of Proposed Revision/Corrections: affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • wi_llgwoposed revision/corrections add additional square footage to original submittal? X10 Yes(additional s.f.to be added: ) • Will rfposed revision/corrections add additional increase in building value to original submittal? to r7*Yes(additional increase in building value:$ )(contractor must sign if increase in valuation) *Signature of Contractor/Agent: ,/ (Office Use Only) El Approved ❑ Denied tX1 Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Building —Ha g cZonin Reviewe y Tree Administrator u�licworks CEIV ublic utilities T / Public Safety DEC 12 2018 Date Updated Fire Services BY: }1f,; Revision Request/Correction to Comments --!-*AL�INFORMATION HIGHLIGHT J City of Atlantic Beach Building Department GRAY4S-REQUTRED-� 800 Seminole Rd, Atlantic Beach, FL 32233 It 9" Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMITM tit✓Si g`01�J7 Revision to Issued Permit OR Corrections to Comments Date: Project Address: Contractor/Contact Name: A'tT� Contact Phone: �� 1�=`l �p 77 0 Email: �Ln ��rrl rht t (�Q� u.` j�W6 UbUt�� Lo� Description of Proposed Revision/Corrections: LA AAAg.5�#A L�Im U r'C�. affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) �t JAN 2 2 2019 • m' V, Will proposed revision/corrections add additional square footage to original sub ittal.,; �NNo ❑ Yes (additional s.f.to be added: • Will proposed revision/corrections add additional increase in building value to original submittal? 14N ❑*Yes (additional increase in building value: $ ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: ul ee zz= nning&Zoning Reviewed By Tree Administra or Public Works Public Utilities Public Safety Date Fire Services Updated 10/17/18 JSi� >>jfCity of Atlantic Beach APPLICATION NUMBER t � Building Department (To be assigned by the Building Department.) I � 800 Seminole Road r� Atlantic Beach, Florida 32233-5445 �wE14 �1�- d�� ' Phone(904)247-5826 • Fax(904)2 'NOV 9- p @ 4 ?Q�8 Date routed: 1 J;319' E-mail: buildin de t coab.us ! City web-site: http://www.coab.us V I �1 APPLICATION REVIEW AND TRACKING FORM Property Address: 1 1 �p mQ,�t ��/1e 6.1a artment review required Yes No JPB uApplicant: D(eQ; �c�ei'S lanning &Zonin ree Administrator Project: N�l,� (--f or Pub licUtilitie N Pu is ty Fire Services eview fee $ e� R �s Dept Signature j 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: APPLIC ION STATUS Reviewing Department First Review: Approved. []Denied. ❑No pplicable (Circle one.) Comments: - BUILDING PLANNING &ZONING Reviewed by: Plate: TREE ADMIN. Second Review: []Approved as revised. Denied. ❑ pp ❑ [-]Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. [-]Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach rt" PUBLIC UTILITIES DEPARTMENT A it 902 Assisi Lane J Jacksonville, FL 32233 (904) 247-5834 NEW WATER / SEWER TAP REQUEST Datef�- /S—/ Service Address Number of Units Commercial Residential V Multi-Family 3 " New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter " Upgrade Existing Meter from to size New Reclaim Water Meter Size y New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application # Water System Development Charge $ i /qy, U� Sewer System Development Charge $ 0 su ,Le Water Meter Only $ 16T, o Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $ TOTAL $ Jr �O/f� �LJ (Notes) APPROVED Date Pub c Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED 5� �yf,JCity of Atlantic Beach APPLICATION NUMBER �S ?� Building Department (To be assigned by the Building Department.) 800 Seminole Road 03s. Atlantic Beach, Florida 32233-5445 ��'� Phone(904)247-5826 • Fax(904)247-t 45 y E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW"A1 CKING FORM Property Address: 1�pQrtAy.&— a artment review required Yes No Buil Applicant: D�eQ kL'lei det—s Plannin &Zonin ` ` Tree Administrator Project: WeLA) or blic Utilitie j Pu is ty Fire Services Review fee $ Dept Signature j 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: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: VApproved as revised. Denied.❑ ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 r CITY OF ATLANTIC BEACH J' S1 f Department of Public Works 1200 Sandpiper Lane J �r Atlantic Beach, FL 32233 (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 11/19/18 Applicant: Dream Finders Homes, LLC Permit#: RES18-0358 Email: cindy.collins@dreamfindershomes.com Review Status: DENIED Property Owner: Christopher Zalupski Site Address: 1596 Maritime Oak Drive Email: chris.zalupski@academvmortage.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: APPROVED • A Revocable Encroachment Agreement must be submitted. The form is on our website under Building Department artment- Pp "Permit Applications and Forms�� and also at the Building Department located at City Hall. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (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). 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 elevation. • Maximum driveway width within the City right-of-way is 20'. • Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 Page 1 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES18-0358(Dream Finders).dou 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 2 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES18-0358(Dream Finders).docx Revision Request/Correction to Comments "ALL INFORMATION y HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: 1W Ps - 63 EIRevision to Issued Permit ORCorrections to Comments Date: I I - Project Address:_ IS %Q W�%4 1 BVI e—, n A Contractor/Contact Name: K E6 VA 7V WX QE KS Contact Phone: — (� Email: ��L �PrCLLI�I,t �vt re -S 0me s Co� Description of Proposed Revision/Corrections: A5 P.er' play. �evi�� Co wee S I 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? ONo Q Yes(additional s.f.to be added: ) • ill proposed revision/corrections add additional increase in buildi ue to original submittal? No 0*Yes(additional increase in building value:$ tractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) W Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments De artment Review Required: Bin Planning&Zoning Reviewe By Tree Administrator u lic u lic WoffieECEIVE Uti ities Public Safety NOV 3 0 2018 Date Fire Services Updated 10/17/18 BY• REVOCABLE ENCROACHMENT AGREEMENT **ALL INFORMATION City of Atlantic Beach 800 Seminole Road,Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY / IS 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 Christopher Zalupski 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 new single-family home 150I(o M owl- me. 0a 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 351 Ahern St..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 liabilities are hereby assumed by the USER. et � �� VL Date �/g Property ne gent( gn d in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL The foregoing instrument was acknowledged this Qtc _day of��lP-s��C� , 20 is by \ who personally appeared before me and (printed name of Signe ) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. "'r►''.• CYNTHIA MCOLLINS Departmentp royal: Signa ure of Notary Public,State of [�' �'• •` Notary Public-State of Florida Commission p GG 275622 Personally Known � orn My Comm.Expires Nov 14,2022 [ ] Produced Identification(Type) Bonded through National Notary Assn. Scott Williams, Public WA-Yivre-ctor H:\Applications&Forms\Word Documents\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road 9C5,9 __ Atlantic Beach, Florida 32233-5445 ! d F �y l•d: yr Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: JA4 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: f 51(Q Aarcftw e artment review required Yes No Buil Applicant: ��Qiti,{r�c�el's Plannin &Zonin c Tree Administrator Project: ty�Lk) J t7 or blic Utilitie � Pu a is y Fire Services Review fee $ Dept Signature j 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: BUILDING PLANNING &ZONING Reviewed by: Date: //-t q'/IS TREE ADMIN. Second Review: A roved as revised. ❑ pp ®Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date:/2-/C"-/ ' - FIRE ate: U"/FIRE SERVICES Third Review: [Approved as revised. ❑Denied' ❑Not applicable Comments: Reviewed by: Date: Z� Revised 05/19/2017 YT (f 2— Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN J _ City of Atlantic Beach Building Department GRAY IS REQUIRED 800 Seminole Rd, Atlantic Beach, FL 32233 p Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT D i Revision to Issued Permit OR Corrections to Comments Date: Z- Project Address: Contractor/Contact Name: K(p,4 14 Contact Phone: 1 -`1�p770 Email: ,.��lL(� ��r�luMt� 0CfA '`15�A)4,6(Ab Utrt Co� Description of Proposed Revision/Corrections: L► Se- L 04 1AA Z5 I tA ft 5�A,k C-,,� �rC�affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) JAN 2 2 2019 • Will proposed revision/corrections add additional square footage to original submittal? �q,No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? E4o El*Yes (additional increase in building value:$ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) ❑ Approved ❑ Denied ❑ Not Applicable to Department Permit Fee De Revision/Plan Review Comments AiA- ?rVV01 Q 4A-P 9e spe-VI F-c TL 914 n f� �C, R-eg t.1 op S4 - yy► Z �y Department Review Required: V ing&Zoning R iewed By Tree Administra or Public Works _ Public Utilities rl % Public Safety Date Fire Services Updated 10/17/18 OFFICE COPY Revision Request/Correction to Comments **ALL INFORMATION r1'y��fi� HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. r _ 800 Seminole Rd, Atlantic Beach, FL 32233 `fait Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: USA-Lz!g ❑ Revision to Issued Permit OR Corrections to Comments Date: Project Address: 16q to Ma ir1+I M-C, ay— b�(. Contractor/Contact Name: 'by mm 1 Y'S 11-C_ Contact Phone:qo !) l(Z` 90y:2n Email:bY1 a , C0 1 nS 0 AVt �Y11 in i,iS Y1�AY <1 • C 0 YY� Description of Proposed Revision/Corrections: jGN - 2019 CLAY a ,ii'_ dwi A A CA -- I 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? ❑No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? ❑No El*Yes (additional increase in building value: $ ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ dG OC) Revision/Plan Review Comments rtment Review Required: Building Plannin—g&Zoning Reviewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services Updated 10/17/18 s " CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD OFFICOFFICE COP ATLANTIC BEACH, FL 32233 E (904) 247-5800 BUILDING REVIEW COMMENTS Date: 12/10/2018 Permit#: RES18-0358 Site Address: 1596 MARITIME OAK DR Review Status: denied REM 169505 1975 Applicant: Dream Finders Homes LLC Property Owner: ZALUPSKI CHRISTOPHER E Email: cindy.collins@dreamfindershomes.com Email: Phone: 9046880517 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. arage sec iona ro -up. 20 door es/t ememer;R values are not accep a e m 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. I-n 01 I l-e,�/ k-PV i Ct., C U ✓rm vv,Q-1 4rJ l 2 - /0-- / fir-- vo,2( OFFICE COPY 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 n Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Re5 I - 63 Revision to Issued Permit OR 1%Corrections to Comments Date: Project Address: 15 16 HAR,1im O A K, 0 k Contractor/Contact Name: Pit 66 `7V kA QE KS Contact Phone: t��7(� Email: kTi L FOAL 1'T,vt O -2(S 4004eS. (O Description of Proposed Revision/Corrections: As plaA re,vlfcL Cowvhe s 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? ❑No ✓Q Yes (additional s.f.to be added: ) • ill proposed revision/corrections add additional increase in buildi ue to original submittal? No *Yes (additional increase in building value:$ tractor must signifincrease invaluation) *Signature of Contractor/Agent: /9 (Office Use Only) ❑ Approved N"benied ❑ Not Applicable to Department Permit Fee Due$ --7 S. Revision/Plan Review Comments/r Ptd/ Q n - VP e,?JQC 1 100 W- 4 Q "a c--f 4Q "ac-;- dooms 62611- vV, rivf c n 2-ya1v4 hyw%b.Y. Department Review Required: B din Planning&Zoning Reviewed By Tree Administrator r_76E lic Work u lic Uti ities �� a Public Safety Date Fire Services Updated 10/17/18 CITY OF ATLANTIC BEACH - j 800 SEMINOLE ROAD iJ yr OFFICE COPY ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 11/19/2018 Permit#: RES18-0358 Site Address: 1596 MARITIME OAK DR Review Status: denied _ RE#: 169505 1975 Applicant: Dream Finders Homes LLC Property Owner: ZALUPSKI CHRISTOPHER E Email: cindy.collins@dreamfindershomes.com Email: Phone: 9046880517 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: Submit 2 copies of the Manual S Compliance report for the HVAC system. 2. A second copy of the Florida Product Approval Information Sheets is needed. toi3- A second copy of the ICC-ES Report for the spray foam insulation material. A second copy of the metal roof engineering is needed YNo product approval numbers were submitted for any of the siding products. If James Hardie Building Products are to be used, submit the ICC-ES Evaluation Report. 2 copies. IV If some type of shake system is to be used call out this and submit it on the product approval sheets whether there is a FL#or not. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 904.247.5844 Email:mjones@coab.us 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. CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 12/31/2018 Permit#: RES18-0358 Site Address: 1596 MARITIME OAK DR Review Status: denied RE#: 169505 1975 Applicant: Dream Finders Homes LLC Property Owner: ZALUPSKI CHRISTOPHER E Email: cindy.collins@dreamfindershomes.com Email: chris.zalupski@academymortgage.com Phone: 9046880517 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. The information submitted with the sectional garage roll up door detailed the BACK JAMB ATTACHMENT DETAIL. As a building inspector, what is needed is the actual attachment of the door bracket assembly, which will give the location of the brackets that secure the garage door rail to the garage door opening. This inspection and documents are needed for a building final. 2 copies. Tried calling twice but I'm guessing the office is closed for Holidays. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 904.247.5844 Email:mjones@coab.us &-a;led A°�,�c,� s l2- 3�- l �- � C @ 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 CITY OF ATLANTIC BEACH 800 Seminole Road Atlantic Beach,Florida 32233 Telephone(904)247-5800 FAX 904 247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date:ja-►a - $ Received by: Resubmitted: Permit Number: Original Plans Examiner: Project Name: Project Address:L59 b �_cy�fv,�• pc,,l�,1� AM "'c leCAC 11, F l z� Contractor: 1�,rAt iso Contact Name: C t Phone :OIpy- L'S R-0617 Contact e-mailt-knit n[ergbgtrs.Uri( Revisio Plan Check/Permit Fee(s)Due: $ Description of Proposed Revision to Existin Permit: Additional Increase in Building Value: $ Additional S.F. Site Plan Revised: NVk _ Public W/U Approval: By signing below. I (print name) cAa `` ws affirm that the above revision is inclusive of the proposed changes. Signa Contractor/Agent(Contractor must sign if increase in valuation) Date office Use Only Date: Approved: Rejected: Notified by: Plan Review Comments: Department review required Yes No Buildin tanning&Zoning Tree Administrator Plans Examiner Public Works Public Utilities - --- Public Safety Date Crated 0/13116 Rev 3 Fire Services OFFICT CC , Y` Building Permit Application Updated 12/8/17 City of Atlantic Beach 800 Seminole Road,Atlantic Beach,FL 32233 q M Phone:(9904)247-5826 Fax:(904)247-5845 Job Address: )rJ 1 \' \QC:�5 � CY,\LyrAe S.DQ33 Permit Number: �C- Slg— n353 Legal Description W- \?3Q0$ - - a-,?-- RE# 1 U g D5 - 19:7!5 Valuation of Work(Replacement Cost)$�j 1n'po 0. eo Heated/Cooled SF 3 'Non-Heated/Cooled 113Q • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial esidentia • If an existing structure, is a fire sprinkler system installed?(Circle one): Yes N N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: 5tr%�CA+an 0(; tv � 56cL&t,I Florida Product Approval# for multiple products use product approval form Property Owner Information Name:01 � o, 5�0" Address: ] - City I G State Zip 3QQ3::� Phone 90'1-16-4Z -1 fn`}7 E-Mail Orwvs. &X%QeWk '0 QC_Q��,QC o Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Compan m Qualifying Agent: Address 1410 t City J,1 C State CL Zips Office Phonect - f6 _0511p, Job Site/Contact Number 0 - State Certification/Registration# C——,\'.1'5E-Mail ► A coll1 Architect Name&Phone#—k Engineer's Name&Phone# - 1051 Workers Compensation Exempt/Insurer/Lease Employees/Expiration Date 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 regulationg 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 RECORDING YOUR NOTICE OF COMMENCEMENT. (Signature of Owner or Agent) (Signature of Contractor) (including contractor) Signed and sworn to(or affirmed)before me this"day of Signed and sworn to(or affirmed)before me this I day of (Sig a of Notary) (Signa re of Notary) >(Personally Known OR ,A%0,;4% CYNTHAU.COl1N8 DOersonally Known OR CYNT}flAJA.00t.UNS [ ]Produced Identification * MY COMMISSION IFF175W6 [ ]Produced Identification * MY COMMISSION►' 175946 Type of Identification: EXPIRES:November 14,2018 Type of Identification: EXPIRES:Novemha 4.2018 ��nd —�'+P4n�`Or BatedTin budget Wiry Senlus Recorded 02/07/2019 09:39 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $10. 00 F E B 2019 NOTICE OF COMMENCEMENT �+ p, (PREPARE IN DUPLICATE( ----- Permit Tax Folio Stale ofAr rtAa County of.S1.sJ&_, 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 Nopenly being unproved: t Address of property Ing improved: J - General description of improvements Irk°S 51iRA`g- J�OLC-y LVkVt N8 Owner 6 ' Address S I Owners interest in site of the improvement Fee Simple Titleholder(if other than owner) Name Address PX ]CIA Contractor Address t s Phone No. ID0. 1. - Fax No. Surely(if any^, Address Amount of bond 5 Phone No. Fay.No Name and address of any person making a loan for the construction of the improvemerts. Name Address Phone No Fax No. Name of person within the Slate of Florida,other than himself.designated by ov.,ner upon whom notices or other documents may be servee: Name Address Phone No Fax No. In addition to himself,owner designates Inc.following person to receive a copy of the Lienor s Notice as provided in Section 713 06(2)(b).Florida Statutes.(FII in at Owner's option). Name Address Phone 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 OWIJER Si3r1e0: 3FJ�" C`"= Heraemettrs driof RrZ1rinttr4 C da1.�MteFl or orida hes Pros elry iueo f d�u tt]S Aj �elein by 11h'.Sf[:r:f:SQC yr;,x 1nna!'un .r,.:rs arae dKMraU:nS hErein are:rue aro accurate �.s►t Etr�, CYNTHIA M COILINS t Notary Public.Stale of Florida Commission it GG 275622 2 F kite of r ee ss s�r oue�;,,, My Comm.Expires Nov 14,2012 the omawser•expuer d through National Notary Assn. Peni*rWy Kmo'M1 Produced Morioka PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6" Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft') 34 y6 Non-Habitable Space (ft`-') 60 LAND INFORMATION: Zoning District &C—el— Flood Zone X Minimum FFE SCS BUILDING INFORMATION: Construction Type V 0 Occupancy Group Q-eS;c%/l�Fal 51ff14 -D1 "^ ,I`l Number of Stories Max Occupancy Load Fire Sprinklers Required rVPr CONDITIONS/ COMMENTS: Rev. 2.7.2018 REVISION OFFICE COPY Bp# iges:161 -035& DATE /2 / 3J // SIGNED L7 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA p� Project Name:_ � _`;�� Permit # L S� —f� 3S a Project Address:_15SV, Cilnc� �, ��c�y� �� L 3a-a. As required by Florida Statute 553.842 and Florida Administrative Code Rule 913-72,please provide the infonmation 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.floridabuildin ,_ . Category/Subcategory Manufacturer Product Description Limitation of Use State# L.ocal# A.EXTERIOR DOORS 1. Swinging F�lpe_c i 2. Sliding 3.Sectional 4.Roll up 5.Automatic' 6.Other B.WINDOWS 1.Single hung 2.Horizontal slider ?1� - 3.Casement , Ob 1 5 4.Double hung 5.Fixed 6.Awning 7.Pass-through 8. Projected 9.Mullion 10.Wind breaker 11.Dual action 12.Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C.PANEL WALL n 1. Siding 2. Soffits no J b 3.EIFS 4.Storefronts 5.Curtain walls 6. Wall louvers 7.Glass block 8.Membrane 9.Greenhouse 10. Synthetic stucco ll.Other r 1 D.ROOFING PRODUCTS 1.Asphalt shingles 2. Underlayments 3. Roofing fasteners 4.Nonstructural metal roof �l`��nn►vrh �� 5�`'.3 7 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 the adhesive 16. Spray applied polyurethane roof Q _- 17.Other 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 A%� ---�-- --- ---- � 2.Truss plates 3.Engineered lumber 4. Railing i 5.Coolers-freezers 6.Concrete admixtures 7.Material - 8.Insulation forms 9.Plastics 10.Deck-roof 11.Wall 12.Sheds 13.Other G.SKYLIGHTS I.Skylight-- ---- 2. Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# H.NEW EXTERIOR ENVELOPE PRODUCTS I. 2. 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. (Contractor Name) (Print Name) (Signature) Company Name: Mailing Address;147) Telephone Number:(Ray)--6&�.` Q5 tJ - - -__________Fax Number: ( -- Cell Phone Number:(QDq ) C1-05 E-mail Address:r..-A _I�5 �C�gtCjf`O MCS•COQ � h 2� \11eq DCE P t D PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA Project Name:_%% r__V,,�Z,%,0 Permit # C S % U 3 S Project Address: Is-5%, 3a`20 As required by Florida Statute 553.842 and Florida Administrative Code Rule 913-72,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.floridabuildin . rp,. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local # A.EXTERIOR DOORS 1.Swinging Fiber I 2. Sliding 3. Sectional 4.Roll up 5.Automatic 6.Other i B.WINDOWS 1.Single hung 2.Horizontal slider 3.Casement 4.Double hung 5.Fixed 6.Awning 7. Pass-through r 8. Projected 9.Mullion 10.Wind breaker 11.Dual action j s 12.Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL \ �1 1. Siding 2. Soffits owl J I, 3. EIFS 4. Storefronts 5. Curtain walls 6. Wall louvers 7. Glass block 8.Membrane 9.Greenhouse 10. Synthetic stucco 11.Other : t D.ROOFING PRODUCTS 1. Asphalt shingles 2. Underlayments 3. Roofing fasteners 4.Nonstructural metal roof � 5a1'.3 � 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 ' 1 - --- Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Stone panels — 4.Colonial 5. Roll-up 6. Equipment 7.OtherF.STRUCTURAL COMPONENTS 1.Wood connector/anchor 2.Truss plates 3.Engineered lumber 4. Railing 5.Coolers-freezers 6.Concrete admixtures — 7. Material , - --- - I 8. Insulation forms 9. Plastics 10. Deck-roof 11. Wall 12. Sheds r--__---- 13.Other G.SKYLIGHTS 1.Skylight • _- 2.Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# H.NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. 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. (Contractor Name) (Print Name) (Signature) Company Name: t Mailing Address:IN7O1'�\C\t\ro9 V\" City: SonJ\A1. State: F l Zip Code: 3;: Z6 Telephone Number: (ib y) (�$g- 0,1 Fax Number:( ) Cell Phone Number:(qoy } E-mail Address:c_.i„du. cr,% S-p, Jrruwi Ac�,'Glr10 MCS•C_orr\ Anchor:IMTapcon or Tapcon LDT or Simpson Strong-Tie. keep each area clear ofany back jamb ITW Ramset/Redhead Tapcon,1/4"diameter,minimum 3.5"long with washer that conforms to ANSI B 18.22.1 type B. attachment fasteners 1 ITW Ramset/Redhead Large Diameter Tapcon,3/8"diameter,minimum 4"long with washer that conforms to ANSI 818.22.1 type B. 1 / Simpson Titen HD,3/8"diameter,minimum 4"long with washer that conforms to ANSI B18.22.1 type B. 3" Simpson Wedge-All,3/8"diameter,minimum 4"long with washer that conforms to ANSI B18.22.1 type B. R" When applying back jambs over dry wall or other non structural wall covering,use longer fasteners to insure minimum embedment required. 1 header / This chart applies to wood species with specific gravity greater than or equal to 0.42 including spruce pine fir(SPF)and southern pine(SP). See chart for minimum washer diameter. Washer diameters in chart are based on use of Spruce Pine Fir. Washers may be 10%smaller when Southern Pine is used. g. See chart for minimum edge distance required. Lowest anchor to be greater than the minimum edge distance up from the floor and less than 10-inches from the floor. ) / FASTENER SPACING(inches) OFFICE COPY 2500 psi concrete Filled CMU Simpson ITW Tapcon Strong-Tie DOOR WIDTH(feet and inches)at a given DESIGN PRESSURE(PSF) 1/4" 1/4" 3/8" 3 8 3/8" 3/8"r28'-10 17 sf 2 sf 24 sf 28 sf 32 sf 36 f 40 sf 44 sf 48 sf 53 sf 58psf 63psf 69psf 75psf 81psf 87psf 93 sf 24 24 24 24 24 24 18'-9 15'-11 13'-3 11'-4 9'-Il 8'-10 7'-11 7'-3 6'-7 6'-0 5'-6 S'-0 4'-7 4'-3 3'-11 n/a n/a 24 22 24 24 24 24 20'-0 17'-0 14'-1 12'-1 10'-7 9'-5 8'-6 7'-8 7'-0 6'-4 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a 24 20 24 24 24 16 21'-9 18'-6 15'-5 13'-3 11'-7 10'-3 9'-3 8'-5 7'-8 7'-0 6'-4 5'-30 5'-4 4'-11 4'-6 4'-3 3'-11 24 18 24 22 24 16 23'-9 20'-2 16'-SO 14'-5 12'-7 11'-2 10'-1 9'-2 8'-5 7'-7 6'-11 6'-5 5'-10 5'-4 4'-11 4'-7 4'-424 17 24 20 24 16 26'-2 22'-3 18'-6 15'-1013'-10 12'-4 11'-1 30'-1 9'-3 8'-4 7'-8 7'-0 6'-5 5'-11 5'-5 5'-1 4'-9 24 1 15 1 24 18 1 24 1 16 34'-3 28'-2 24'-0 20'-0 17'-1 15'-0 13'-4 12'-0 10'-10 30'-0 9'-0 8'-3 7'-7 6'-11 6'-4 5'-11 5'-6 5'4 24 15 24 17 16 16 36'-3 29'-10 25'-4 21'-2 18'-1 15'-10 14'-1 12'-811'-6 10'-7 9'-7 8'-9 1 8'-0 7'-4 6'-9 6'-3 5'-10 5'-5 Highest anchor installed at 22 13 24 16 16 8 n/a 32'-3 27'-5 22'-10 19'-7 17'-1 15'-2 13'-8 12'-5 11'-5 10'-4 9'-5 8'-8 7'-11 7'-3 6'-9 6'-3 5'-10 least as high as door opening. o 21 13 24 1S 16 8 n/a 33'-30 28'-9 24'-0 20'-6 181 16'-0 14'-4 13'-1 12'-0 10'40 9'-11 9'-1 8'-4 7'-8 7'-1 6'-7 6'-2 Anchors to be evenly spaced between 19 12 24 14 16 8 n/a n/a 31'-4 26'-1 22'-5 19'-7 17'-5 15'-8 14'-3 13'-0 11'-10 10'-9 9'-11 9'-1 8'-4 7'-8 7'-2 6'-8 the header and the floor. 16 10 24 12 16 8 n/a n/a 36'-0 30'-0 25'-8 22'-6 20'-0 18'-0 16'-4 15'-0 13'-7 12'-4 11'-5 10'-5 9'-7 8'-10 8'-3 7'-8 16 10 24 11 8 8 n/a n/a n/a 31'-9 27'-2 23'-9 21'-2 19'-0 17'-3 15'-30 14'-4 13'-1 12'-1 11'-0 30'-1 9'-4 1 8'-9 8'-2 14 1 8 24 10 1 8 8 n/a n/a n/a 1 35'-9 30'-8 26'-30 23'-10 21'-S 1 19'-6 17'-30 16'-2 1 14'-9 13'-7 1 12'-5 11'-5 30'-7 9'-10 9'-2 0 12 7 20 9 8 8 n/a n/a n/a n/a n/a 30'-11 27'-S 24'-8 22'-5 20'-7 18'-8 17'-0 15'-8 14'-4 1 13'-2 12'-2 11'-4 10'-7 2x6 structural grade lumber. 11 7 20 8 8 8 n/a n/a n/a n/a n/a 31'-10 28'-3 25'-6 23'-2 21'-3 19'-2 17'-7 16'-2 14'-9 13'-7 12'-7 11'-8 10'41 May be counterbored up to 3/8"deep 10 6 17 7 8 n/a n/a n/a n/a n/a n/a n/a 32'-0 28'-9 26'-2 24'-0 21'-8 19'-10 18'-3 16'-8 15'-4 14'-2 13'-2 12'-4 at each anchor location to provide a 9 n/a 16 6 8 n/a n/a n/a n/a n/a n/a n/a n/a 32'-0 29'-1 26'-8 24'-1 22'-0 20'-3 18'-6 17'-0 15'-9 14'-8 13'-9 flush mounting surface. 8 n/a 13 6 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 30'-11 28'-0 25'-7 23'-6 !69psf 1'-6 19'-9 18'-3 17'-0 15'-11 n/a n/a 12 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-4 29'-7 27'-3 4'-10 22'-10 21'-2 19'-8 18'-5 2500 psi concrete Filled CMU 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf SBpsf 63psf 75psf 81psf 87psf 93psf First anchor to slan at no more than Tien Wed{e- DOOR WIDTH feet and inches ata given DESIGN PRESSURE PSF half the fastener spacing distance and ITW Tapcon ITW LDT HD All ( ) g ( ) no less than the minimum edge distance. 1/4" 1/4" 3/8" 3/8" 3/8" 3/8" FASTENER DIAMETER 1.75" 1.75" 2.5" 2.5" 2.75" 2.68" EMBEDMENT LENGTH 0 1-1/8 7/8" 1-1/2" 1" 1-1/8'1-1/8"WASHER DIAMETER 2-1/2 2-1/2 3" 3" 1 4" 4" EDGE DISTANCE Supporting structural elements shall be designed by a registered 50811 319# 85911 371# 4811# 340# FASTENER LOAD CAPACITY r , professional engineer for wind loads in addition to other loads. �I I / This drawing does not address the jambtwall design,but only door S'`+q� / attachment.Jamb/wall construction is shown only for illustration \\ �� ....... t(` // purposes. The building designer is responsible for ensuring that the jamb/wall is sufficient to carry the door live and static loads. This Digitally signed by John E.Seates P.E. i drawing does not address the spring pad connections. Registered No 51737 professional engineer may approved an alternative design. Manufacturers installation instructions must be followed. Date:2018.06.16 17:25:04-05'00' SCALE Maximum spacing shown in chart. OOO none John E.Scales,P.E. Lesser spacing may be used to avoid interference with door hardware (v DATE 2560 Kin Arthur,Ste 124 54 'O STATE OF and or fastening system,but not less than 6". g i � . ' ',� ❑ �� 2-18-2015 Lewisville,TX 75056 i O • P.'�'Z' Load per jamb=0.5 x door width x max positive pressure x door height. // .(`••. ORG� \\ Florida P.E.#51737 - �a \\ Back Jamb Attachment Detail Use CMU nimum 2000ock sshall psi grout orly with t concrete when n flOng CMU. TXPE 56308,F-2203 ONAt- \\\� CMU fastener spacing distance may vary+/-1". L I Concrete Anchors Professional Engineer's seal provided only for verification of windload construction details. C.H.I. Drawing: BJA-1 Ol Rev.-07 Use SP values only if both structure and jamb are Southern Pine. 12"MN 12 MIN 12"MHN 1/L MIN Use SPF values when Spruce-Pine-Fir is present in structure or jamb material. ATTACHMENT OF ATTACHMENT OF Lesser spacing may be used to avoid interference with door hardware and or fastening system. 2x6 WOOD JAMB 2x6 WOOD JAMB Maximum spacing shown in chart. %z"SHEATHING ON SHEATHING Lag screw:3/8"diameter x 3"minimum long;must conform to ANSI/ASME B 18.2.1 When applying back jambs over dry wall or other non structural wall covering, use longer lags screws to insure 1-1/2"minimum embedment required. Washer: 1-1/8"minimum outside diameter,must conform to ANSI B18.22.1 type A. 3/s"x 3"LAG SCREWS Pre-drill 1/4"diameter pilot holes for lag screw insertion. 1-1/2"minimum lag screw edge distance required. "SHEATHING 3-1/2"LAG SCREWS keep each area clear of any back jamb attachment fasteners header • Highest anchor installed at least as high as door opening. • Anchors to be evenly spaced between the header and the floor. 0 20 structural grade lumber. May be counterbored up to 3/8"deep at each anchor location to provide a flush mounting surface. ------ , � First anchor to stats at no more than `�� , \GENa��•�� half the fastener spacing distance and no less than the minimum edge distance. No.51737 0 Digitally signed by John E.Scates P.E. Date:2018.06.16 17:24:33-05'00' .p:� STATE OF ;��` EDE= SCALE none Southern Pine(SP)specific gravity=0.55;load per anchor=620 pounds. �j �� / ` Spruce-Pine-Fir(SPF)specific gravity=0.42;load per anchor=482 pounds. ///0,C`.��R�pP,.�� `� Rim H❑Q ❑OOD 4-25-2017 These charts doimum load nt addres spring x g oorpad oinnections(door he building.(maximum positive pressure)ohn E.Scates,P.E. ////�`sSIONAL ��\\ Back Jamb Attachment Detail P»g Pa S• Alternative designmay be approved b are registered professional engineer. 2560 King Arthur,Ste 124-54 /��/� ��` y Plx y g p � ��(�, La Screw Supporting structural elements shall be designed by a registered professional Lewisville,TX 75056 J g engineer for wind loads in addition to other loads. Florida P.E.#51737 Professional Engineer's seal provided only for TXPE 56308,F-2203 verification of windload construction details. C.H.I. Drawing: BJA-102 Rev.-06 Self tapping screws (with steel) track 'Screw:1/4"dia x 3/4"self tapping m screw;must conform to ANSI/ASME B18.2.1. 100" x 1" fillet welds USE 9/16" YiA"steel Jambs;allowable load per screw=444 lbs. Welds performed by a Certified Welder or inspected by a reverse y MINIMUM bracket or Allowable load per screw;12 gauge=209 lbs,14 gauge=143 lbs,and 16 gauge=110 lbs. Certified Welding Inspector to verify integrity of welds. DIAMETER 12 gauge or Y1fi'steel Jambs:allowable load per weld=1,272 lbs. g continuous Optional Washer:9/16"O.D.minimum;must conform to ANSI B 18.22.1 type A. angle WASHER IF Use all necessary precautions when welding galvanised steel. SCREW HEAD an le Washer not required if fastener head has minimum 9/16"outside diameter. IS LESS THAN a;ng fastener to be within 10-inches of the Floor Welds to be evenly spaced between header and Floor. 9/16'DIAMETER Maximum spacing shown in chart. Lesser spacing may be used to avoid interference Lowest weld to be within 10-inches of the floor with door component system. Minimum of 3 welds per jamb required. Add holes to continuous angle as required to satisfy fastener spacing in these charts. Fillet welds to have a straight or convex face surface. These charts do not address spring pad connections to the building. Tack weld toe of angle at same spacing to prevent rotation of track angle. Load per jamb=0.5 x door width x max positive pressure x door height Cracks and blemishes shall he ground to a smooth ATTACHMENT SPACING(Inches) contour and checked to ensure soundness. SCREWS SCREWS SCREWS WELDS SCREWS WELDS These charts do not address spring pad connections to the building. 16 ga 14 ga 12 ga 12 ga 3/16" 3/16" DOOR WIDTH(feet and inches)at a given DESIGN PRESSURE(PSF) Load per jamb=0.5 x door width x max positive pressure x door height jamb jamb jamb jamb jamb jamb 14psf 17psf J 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 24 31 36 36 36 36 7'-10 6'-5 5'-6 4'-7 3'-11 3'-5 3'-0 n/a n/a n/a n/a track bracket or 20 26 36 36 36 36 9'-5 7'-9 6'-7 5'-6 4'-8 4'-1 3'-8 n/a n/a n/a n/a 18 24 36 36 36 36 9'-11 8'-2 6'-11 S'-9 4'-11 4'-4 3'-10 n/a n/a n/a n/a continuous angle reverse angle 16 20 30 36 36 36 11'-9 9'-8 8'-3 6'-10 5'-10 5'-1 4'-7 4'-1 n/a n/a n/a 14 18 26 36 36 36 13'-5 11'-1 9'-5 7'-30 6'-8 5'-30 5'-2 4'-8 4'-3 3'-11 n/a 12 16 24 36 36 36 14'-1112'-3 10'-5 8'-8 7'-5 6'-6 5'-9 5'-2 4'-9 4'-4 3'-11 12 15 22 36 36 36 15'-8 12'-1111'-0 9'-2 7'-10 6'-10 6'-1 5'-6 5'-0 4'-7 4'-1 .100"x 1"long fillet weld 9 12 17 36 36 36 20'-S 16'-9 14'-3 11'-1110'-2 8'-11 7'-11 7'-1 6'-6 S'-11 5'-4 4'-11 4'-6 4'-1 n/a n/a n/a n/a (E6oxxElectrodes Min). 8 10 16 36 34 36 22'-4 18'-S 15'-8 13'-0 11'-2 9'-9 8'-8 T-10 7'-1 6'-6 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a n/a Weld to be located vertically on 7 10 14 36 31 36 24'-6 20'-2 17'-1 14'-3 12'-3 10'-8 9'-6 8'-6 7'-9 7'-1 6'-5 5'-11 5'-5 4'-11 4'-6 4'-2 3'-11 n/a angle at spacing specified in chart and lack weld toe of angle or 6 8 12 36 25 36 29'-10 24'-7 20'-1017'-5 14'-11 13'-0 11'-7 10'-5 9'-6 8'-8 7'-10 7'-2 6'-7 6'-0 S'-6 5'-1 4'-9 4'-S track bracket at same spacing. 6 7 11 36 24 36 31'-5 25'-10 22'-0 18'-4 15'-8 13'-9 12'-2 11'-0 10'-0 9'-2 8'-3 7'-7 6'-11 6'-4 5'-10 5'-5 5'-0 4'-8 n/a 6 8 36 18 36 40'-10 33'-7 28'-7 23'-30 20'-5 17'-10 15'-10 14'-3 13'-0 11'-1110'-9 9'-10 9'-0 8'-3 7'-7 7'-0 6'-6 6'-1 n/a 5 7 36 16 36 n/a 39'-2 33'-3 27'-9 23'-9 20'-9 18'-6 16'-7 15'-1 13'-1012'-6 11'-5 10'-6 9'-7 8'-30 8'-2 7'-7 7'-1 n/a n/a 6 36 12 36 n/a n/a 41'-9 34'-30 29'-10 26'-1 23'-2 20'-30 19'-0 17'-5 15'-9 14'-4 13'-3 12'-1 11'-1 10'-3 9'-7 8'-11 n/a n/a 5 32 11 32 n/a n/a n/a 39'-9 34'-0 29'-9 26'-6 23'-10 21'-8 19'-1 18'-0 16'-5 15'-1 13'-9 12'-8 11'-9 10'-1110'-3 n/a n/a n/a 30 10 30 n/a n/a n/a n/a 36'-4 31'-9 28'-3 25'-5 23'-1 21'-2 19'-2 17'-6 16'-1 14'-8 13'-6 12'-6 11'-8 10'-11 n/a n/a n/a 26 9 26 n/a n/a n/a n/a n/a 36'-8 32'-7 29'-4 26'-8 24'-S 22'-1 20'-2 18'-7 17'-0 15'-7 14'-5 13'-S 12'-7 n/a n/a n/a 24 8 24 n/a n/a n/a n/a n/a n/a 35'-4 31'-9 28'-10 26'-6 24'-0 21'-1120'-2 18'-5 16'-11 15'-8 14'-7 13'-8 n/a n/a n/a 16 5 16 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-10 30'-3 27'-7 25'-5 23'-6 21'-1120'-6 n/a n/a n/a 14 n/a 14 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-7 29'-0 26'-1125'-0 23'-5 n/a n/a n/a 12 n/a 12 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-4 29'-2 27'-4 SCREWS SCREWS SCREWS WELDS SCREWS WELDS 14psf 17psf I 20psf 24psf I 28psf I 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf I 69psf 7Spsf 81psf,87psf 93psf Alter16 ga 14 ga 12 ga 12 ga 3/16" 3/16" DOOR WIDTH(feet and inches)at a given DESIGN PRESSURE(PSF) licensed ve design may be approved by a licensed professional engineer. jamb jamb jamb jamb jamb jamb Supporting structural elements shall be ATTACHMENT SPACING(inches) designed by a licensed pro(esdonal engineer 110# 1 143# 1 209# 1 1272#1 444# 1 1272# r 1111' , for wind loads in addition to ocher loads. LOAD PER FASTENER(pounds) ``�� ♦S �/Z This drawing does not address the jamb/wall design,but only door attachment.Jamb/wall \� �►� "'�. TF // construction is shown only for illustration ;01 purposes. The building designer is responsible i ♦♦ j for ensuring that the jamb/wall is sufficient to r No.51737 ♦ carry the door live and static bads. ' * Tom � SCALEnolle John E.Scates,P.E. ♦ STATE OF .0 ❑ ❑ 0f](] DATE 2560 King Arthur,.Ste 12.4-54 / OA 2-18-2015 Lewisville,TX 75056 ;00, '�` F�ORQP�d� \� TFlorida XPE sP.E.#5 1737 F 2203 Date: 06 signed6 17 by John -05'00'Cates P.E. //�SS ONA;'V Steel Steel Attachment Detail Professional Engineer's seal provided onlyftp L erjfication of wjndload construction details. C.H.I. Drawing: BJA-103 Rev.-07 Simpson Titen HD;3/8"diameter x 3"long(minimum). Simpson Wedge-All;3/8"diameter x 3"long(minimum). Pf W Ramset/Redhead Large Diameter Tapcon,3/8"diameter,minimum 2"long with washer that conforms to ANSI B 18.22.1 type B. Use a fastener for every track bracket unless the quantity of fasteners determined from this chart is more than the quantity of track brackets specified on the door drawing. Add track brackets as required to satisfy fastener spacing in these charts. Maximum spacing shown in chart. Lesser spacing may be used to avoid interference with door hardware and or fastening system,but not less than 6". See chart for minimum edge distance required. ' _ •: �,� Load per jamb=0.5 x door width x max positive pressure x door height Manufacturer's installation instructions must be followed. 8"CMU block walls shall comply with ASTM C90. Use minimum 2000 psi grout or concrete when filling CMU. i Fastener spacing distance may vary+/-i - FASTENER ---- SPACING (inches) -- Filled cMu DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) Simpson Simpson Titen Wedge- HD All 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf n/a 24 24'-3 20'-0 17'-0 14'-2 12'-1 10'-7 9'-5 8'-6 7'-8 7'-1 6'-4 5'-10 5'-4 4'41 4'-6 4'-2 n/a n/a 24 16 34'-3 28'-2 24'-0 20'-0 17'-1 15'-0 13'-4 12'-0 10'-10 10'-0 9'-0 8'-3 7'-7 6'-11 6'-4 5'-11 5'-6 5'-1 16 16 36'-5 30'-0 25'-6 21'-3 18'-2 15'-11 14'-2 12'-9 11'-7 10'-7 9'-7 8'-9 8'-1 7'-4 6'-9 6'-3 5'-10 5'-5 16 8 n/a n/a 36'-0 30'-0 25'-8 22'-6 20'-0 18'-0 16'-4 15'-0 13'-7 12'-4 11'-5 10'-5 9'-7 8'-10 8'-3 7'-8 8 8 n/a n/a n/a n/a n/a 31'-10 28'-4 25'-6 23'-2 21'-3 19'-2 17'-7 16'-2 14'-9 13'-7 12'-7 11'-8 10'-11 8 n/a n/a n/a n/a n/a n/a n/a n/a n/a 32'-8 30'-0 27'-2 24'-9 22'-10 20'-10 19'-2 17'-9 16'-6 15'-5 Simpson Simpson 14 sf 17 sf 20 sf I 24 sf 28 sf 32 sf 36 sf 40 sf 144psf I 48 sf I 53 sf 1 58 sf 63 sf 69 sf 75 sf 81 sf 87 sf 93 sf Tite" Wedge- HD All DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 3/8" 3/8" FASTENER DIAMETER 2.75" 2.68" EMBEDMENT LENGTH 4" 4" EDGE DISTANCE 480# 340# FASTENER LOAD CAPACITY These charts do not address spring pad connections to building. Alternative design may he approved by a registered professional engineer. F I , Supporting structural elements shall be designed by a registernl professional engineer for wind loads in addition to other loads. SThis drawing does not address the wall design,but only door ��\O�?�GENa�•�tp ,�� attachment.Wall construction is shown only for illustration `� •�, 0 purposes. The building designer is responsible for ensuring ` • �' that the wall is sufficient to carry the door live and static loads. No.51737 SCALE * � * none aoo STATE OF �w` TomH❑ ❑ 0�0 °Aff 2-18-2015 John E.Scates,P.E. %/OA; Anchor:ITV Tapcon or Tapcon LDT or Simpson Strong-Tie Wedge-All. ITW Ramset/Redhead Tapcon,1/4"diameter,2"long(minimum) ITW Ramset/Redhead Large Diameter Tapcon,3/8"diameter,2-3/4"long(minimum) Simpson Wedge-All;3/8"diameter x 2"long(minimum). ! Use a fastener for every track bracket unless the quantity of fasteners determined from this chart is more than the quantity of track brackets specified on the door drawing. I FASTENER SPACING Add track brackets as required to satisfy fastener spacing in these charts. Maximum spacing shown in chart. 2500 psi concrete Lesser spacing may be used to avoid interference with door hardware and or fastening system,but not less than 6". Simpson See chart for minimum edge distance required. Concrete walls shall be minimum 2500 psi concrete and shall be of sufficient strength to resist loads. Strong- Load per jamb=0.5 x door width x max positive pressure x door height. ITW Tapcon Tie Manufacturers installation instructions must be followed. 3/8" Wedge- DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 1/4" 3/8" All 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf 24 36 24 24'-3 20'-0 17'-0 14'-2 12'-1 10'-7 9'-5 8'-6 7'-8 7'-1 6'-4 5'-10 5'-4 4'-11 4'-6 4'-2 n/a n/a 24 36 22 26'-5 21'-9 18'-6 15'-5 13'-2 11'-7 10'-3 9'-3 8'-5 7'-8 6'-11 6'-4 5'-10 5'-4 4'41 4'-6 4'-3 3'-11 24 36 20 29'-1 24'-0 20'-4 17'-0 14'-6 12'-9 11'-4 10'-2 9'-3 8'-6 7'-8 7'-0 6'-5 5'-10 5'-5 5'-0 4'-8 4'-4 24 36 18 32'-4 26'-8 22'-8 18'-1016'-2 14'-2 12'-7 11'-4 10'-3 9'-5 8'-6 7'-9 7'-2 6'-6 6'-0 5'-7 5'-2 4'-10 24 36 16 36'-3 29'-10 25'-4 21'-2 18'-1 15'-10 14'-1 12'-8 11'-6 10'-7 9'-7 8'-9 8'-0 7'-4 6'-9 6'-3 5'-10 5'-5 22 34 15 n/a 31'-8 26'-1122'-5 19'-3 16'-1014'-1113'-5 12'-3 11'-2 10'-2 9'-3 8'-6 7'-9 7'-2 6'-7 6'-2 5'-9 21 32 14 n/a 33'-8 28'-7 23'-10 20'-5 17'-10 15'-11 14'-3 13'-0 11'41 10'-9 9'-10 9'-1 8'-3 7'-7 7'-0 6'-7 6'-1 19 30 13 n/a 35'-1130'-6 25'-5 21'-9 19'-1 16'-1115'-3 13'-1012'-8 11'-6 10'-6 9'-8 8'-10 8'-1 7'-6 7'-0 6'-6 17 26 11 n/a n/a 35'-3 29'-4 25'-2 22'-0 19'-7 17'-7 16'-0 14'-8 13'-3 12'-1 11'-2 10'-2 9'-4 8'-8 8'-1 7'-6 15 24 10 n/a n/a n/a 31'-9 27'-3 23'-10 21'-2 19'-1 17'-4 15'41 14'-4 13'-2 12'-1 11'-0 10'-2 9'-5 8'-9 8'-2 13 20 8 n/a n/a n/a n/a 32'-8 28'-7 25'-5 22'4120'-1019'-1 17'-3 15'-9 14'-6 13'-3 12'-2 11'-3 10'-6 9'-10 10 16 n/a n/a n/a n/a n/a n/a n/a 31'-9 28'-7 26'-0 23'-10 21'-7 19'-9 18'-2 16'-7 15'-3 14'-1 13'-2 12'-3 9 14 n/a n/a n/a n/a n/a n/a n/a n/a 32'-8 29'-9 27'-3 24'-8 22'-6 20'-9 18'-1117'-5 16'-2 15'-0 14'-0 8 12 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 31'-9 28-9 26'-3 24'-2 22'-1 20'-3 18'-9 17'-6 16'-4 ITW Tapcon Simpson 14psf 17psf 20psf 24psf 28psf 32psf 36psf 40psf 44psf 48psf 53psf 58psf 63psf 69psf 75psf 81psf 87psf 93psf Strong- Tie DOOR WIDTH (feet and inches) at a given DESIGN PRESSURE (PSF) 1/4" 3/8" 3/8" FASTENER DIAMETER Supporting structural elements shall be designed by aregistered professional engineer for wind loads in addition to other loads. 1.75" 2.5" 2.68" EMBEDMENT LENGTH r 0\1111111//� , This drawing does not address the wall design,hut only door \N s // attachment.Wall construction is shown only for illustration 2.5" 3" 4" EDGE DISTANCE \\\`` ,, S. C'4 //�� purposes. The building designer is responsible for ensuring that Q O a •. / the wall is sufficient to carry the door live and static loads. This 508# 764# 340# FASTENER LOAD CAPACITY drawing does not address the spring pad connections. Registered . professional engineer may approved an alternative design. No.51737 SCALE John E.Scales,P.E. * * — �O�OO none 2560 King Arthur,Ste 124-54 i�O'� STATE OF w p p�t7 O00 DATE 2-1 g-2015 Lewisville,Tx 75056 i '. R" Florida P.E.#51737 �/�0"-'•�Loil p\2�� Concrete Wall Digitally signed by John E.Scates P.E. TSE 56308,F-2203 ///;SS ONA;�?�\\` Attachment Detail Date:2018.06.16 17:23:14-05'00' Professional Engineer's C.H.I. Drawing: BJA-105 Rev.-06 s seal provided only for verification of windload construction details. • Place as many track brackets as necessary at an on-center(O.C.)spacing no greater than 1/2" the distance shown on chart for appropriate pressure and width combination. MIN Refer to door drawing installation instructions for floor to first bracket spacing. Field drilling of bracket attachment holes into the track will be required. Lag screw:5/16"diameter x 1-5/8"minimum long; must conform to ANSI/ASME B 18.2.1 Lag screws must be seated in full height frame members. 1-1/2"minimum lag screw embedment into structural wood. 1/2"minimum lag screw edge distance required. DRY WALL/SHEATHING TRACK BRACKET MOUNTING SURFACE MUST BE FULLY SUPPORTED BY WALL STUDS 5/16"X 1-5/8"LAG SCREWS Digitally signed by John E.Scates P.E. No.51737 * = Date:2018.06.16 17:22:51 -05'00' For door jambs Spruce Pine Fir(SPF),specific gravity=0.42 or better; * * ;! \ scn�e max load per anchor=67%of 439 pounds. �'0 STATE OF � OQO none Maximum load per jamb=0.5 x(door height)x(door width)x(maximum positive pressure) i�0 /� P ' ?�� ❑�❑�❑BOO nnTe •� 4-20-2017 Alternative design may be approved by a licensed professional engineer. Supporting structural elements shall be designed by a licensed professional engineer John E.Scates,P.E. /ss/ONA�- �� Track Bracket Attachment Detail for wind loads in addition to other loads. 2560 King Arthur,Ste 124-54 //� 1111\\\\ Spruce Pine Fir SPF Jambs The suitability of the structural building components must be verified by the engineer of Lewisville,TX 75056 J P record for the building. Florida P.E.#51737 Professional Engineer's seal provided only for TXPE 56308,F-2203 verification of windload construction details. C.H.I. Drawing: BJA-106) Rev.-04 i OFFICE COPY CAL 0UERNfAD DOORS El=1 WINDBREAKER o00 SERIES '; iSeries Supplemental Instructions Sandwich Doors: Residential Higher wind pressures and larger doors require additional reinforcement. A Premature failure of door system may result from improper CAUTION application. See chart in lower left corner of drawing sheet one for the approved wind pressures and door sizes. These supplemental instructions do not contain basic door installation steps and related safety information. A Failure to follow basic installation steps and related safety WARNING information may result in injury or death. Door installers must follow a primary instruction manual for basic door installation steps and related safety information. 0\11I 111/////�/ The correct selection of door and framing materials in adherence with local �NO S.E N g qrF //moi building code directives is the responsibility of the building owner/designer. i Use of a reinforced garage door does not constitute automatic compliance with No 51737 any building code. Local building code officials determine compliance criteria. _ .— A locking system must be installed if the door is not electrically operated. * * ' -O r STATE OF �,(Vj ZZ See drawing for stop molding requirements,when door is not more than 1"wider than opening. �i�4,c•,,PLOWOP GN�N�� When using stop molding,secure molding with minimum 8d nails or 2-1/2"long screws. �j/FS"I......A` e\�� //I I I'9/0N 111 t\�\\ John E.Scates,P.E. 2560 King Arthur,Ste 124-54 Professional Engineer's seal Digitally signed by John E.Scates P.E. Lewisville,Texas 75056 provided only for verification of Date:2018.06.18 10:19:25-05'00' TXPE 56308,F-2203 windload construction details Supplemental_Instructions_Sandwich Copyright 2018 C.H.I.Overhead Doors Florida P.E.N 51737 Page 1 of 6 >10' Roof Slope/ Residential Applications C.H.I. ASCE 7-05 ASCE 7-10 Pressure(PSF)by Door Width Wind Zone Exp BMPH Exp BMPH 8'x7' 9'x7' 10'x7' 12'x7' 14'x7' 15'x7' 2_16'x7' Zone 1 90 116 12.9/-14.7 12.8/-14.5 12.7/-14.3 12.5/-14.1 12.4/-13.9 12.3/-13.8 12.3/-13.7 Zone 2 100 129 16.0/-18.1 15.8/-17.9 15.7/-17.7 15.5/-17.4 15.3/-17.1 15.2/-17.0 15.2/-16.9 /one 3 110 142 19.3/-21.9 19.1/-21.6 19.0/-21.4 18.7/-21.0 18.5/-20.7 18.4/-20.6 18.3/-20.4 Zone 4 120 155 23.0/-26.1 22.8/-25.8 22.6/-25.5 22.3/-25.0 22.0/-24.6 21.9/-24.5 21.8/-24.3 Zone 5 130 168 27.0/-30.6 26.7/-30.2 26.5/-29.9 26.2/-29.3 25.9/-28.9 25.7/-28.7 25.6/-28.5 Zone 6 140 181 31.3/-35.5 31.0/-35.1 30.8/-34.7 30.4/-34.0 30.0/-33.5 29.8/-33.3 29.7/-33.1 Zone 7 150 194 35.9/-40.8 35.6/-40.2 35.3/ 39.8 34.8/-39.1 34.4/-38.5 34.3/ 38.2 34.1/-38.0 Zone 8 156/*160 201/*206 38.6/-43.8 38.3/-43.3 38.0/-42.8 *39.7/-44.4 *39.2/-43.8 *39.0/-43.5 *38.8/-43.3 Zone 9 166 214 43.9/-49.8 43.6/-49.3 43.3/-48.7 42.7/-47.8 42.2/-47.1 42.0/-46.8 41.8/-46.6 *the higher Exp B values apply to doors greater than 10'wide :510' Roof Slope / Commercial Applications C.H.I. ASCE 7-05 ASCE 7-10 Pressure(PSF)by Door Width Wind Zone Exp BMPH Exp BMPH 8'x8' 9'x8' 10'x8' 12'x8' 14'x8' 15'x8' 2_16'x8' Zone 1 90 116 11.7/-13.3 11.6/-13.1 11.6/-13.0 11.4/-12.7 11.3/-12.6 11.2/-12.5 11.2/-12.4 Zone 2 100 129 14.5/-16.4 14.4/-16.2 14.3/-16.0 14.1/45.7 13.9/-15.5 13.8/-15.4 13.8/-15.3 Zone 3 110 142 17.5/-19.9 17.4/-19.6 17.3/-19.4 17.0/-19.0 16.8/-18.8 16.7/-18.6 16.7/-18.5 Zone 4 120 155 20.9/-23.6 20.7/-23.3 20.5/-23.1 20.3/-22.7 20.0/-22.3 19.9/-22.2 19.8/-22.1 Zone S 130 168 24.5/-27.7 24.3/-27.4 24.1/-27.1 23.8/-26.6 23.5/-26.2 23.4/-26.0 23.3/-25.9 Zone 6 140 181 28.4/-32.2 28.2/-31.7 28.0/-31.4 27.6/-30.8 27.3/-30.4 27.1/-30.2 27.0/-30.0 Zone 7 150 194 32.6/-36.9 32.3/-36.4 32.1/-36.0 31.7/-35.4 31.3/-34.9 31.1/-34.7 31.0/-34.5 Zone 8 154 199 34.3/-38.8 34.0/-38.3 33.7/-37.9 33.3/-37.2 32.9/-36.7 32.7/-36.5 32.6/-36.2 Zone 9 166 214 39.8/-45.0 39.4/-44.4 39.1/-44.0 38.6/-43.2 38.2/-42.5 38.0/-42.3 37.8/-42.0 General Notes -Exp B values are to nearest miles-per-hour(MPH) -Pressure values are pounds-per-square-foot(PSF) Mean Roof Height (MRH) / Exposures (Exp) -Positive pressure signifies pressure acting inward to the building MRH Exp B Exp C Exp D -Negative pressure signifies pressure acting outward from the building 15' 100% 90% 82% -Enclosed structure classification with 2'of the door in the end zone 20' 100% 88% 80% -60'x 40'building size(larger buildings may require higher negative P5F) 25' 100% 86% 78% -30'Mean Roof Height(MRH),see chart for differing MRH and Exp values 30' 100% 84% 77% -Greater door heights require lower PSF values to meet same MPH 35' 97% 83% 76%, 40' 95% 81% 7S% ASCE 7-05 notes 45' 94% 80% 74% -Importance Factor of 1.00 50' 92% 80% 74% -Utilizes nominal/basic wind speeds S S' 91% 79% 73% 60' 90% 78% 73% ASCE 7-10 notes These percentages reduce Exp B wind speeds to approximate MPH for mean roof -Risk Catergory 11 heights shown in MRH column. -Utilizes ultimate wind speeds Page 2 of 6 For Use With Drawing Number Z 10-09-02301 Strut Placement Door Height Section 6-6"to 7-0" 7-6"to 8'-0" 8'-3"to 8'-9" 9'-0"to 10'-6" 10'-9"to 12'-3" 12'-6"to 14'-0" 14'-3"to 15-9" 16'-0"to 17-6" 17-9"to 19'-3" 19'-6"to 20'-0" Number 12 N/A N/A N/A N/A N/A N/A N/A N/A N/A 1 at Detail A I I N/A N/A N/A N/A N/A N/A N/A N/A 1 at Detail A I at Detail B 10 N/A N/A N/A N/A N/A N/A N/A I at Detail A 1 at Detail B 1 at Detail B 9 N/A N/A N/A N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 8 N/A N/A N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 7 N/A N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 6 N/A N/A N/A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B 1 at Detail B 5 N/A 1 at Detail A 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B 1 at Detail B 4 1 at Detail A 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 3 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B I at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail B 1 at Detail C 1 at Detail C 1 at Detail C 1 at Detail C 1 at Detail C I at Detail C 1 at Detail C 1 at Detail C 1 at Detail C 1 at Detail C Push Nut Detail (use on all rollers) use 3/8"I.D.on bottom fixture roller stem use 7/16"I.D.on end hinge and top fixture roller stems Push nut:Slide roller into fixture and ' tap push nut onto roller stem using 1/2" D � socket and hammer. Leave 1/8"to 1/4" V space between push nut and fixture. Track Bracket Spacing C Track bracket spacing shown for doors up to four sections high.Additional door sections may be added for maximum door height depicted on line drawing. Track brackets must be added(per track)for each section and ' spaced at a distance not greater than the con•esponding section height(see 1 line drawing for required quantities). Nominal Strut Placement Concerning Windows Spacing Where a strut crosses a window,it is acceptable to move the strut from a D 10" B position of"Strut above hinge"down to"Strut on top half of the hinge".It is also acceptable to move teks screws from the upper leg of the strut down to C 28" the lower leg of the strut(shown below)if needed to keep both teks ' embedded in the section.Both applications may be used at the same time as B 28" required. A 10" +/-3"tolerance i teks For Use With Drawing Number Z10-09-02301 Strut Placement Detail Strut 01 End Hinge 0 0. 0 0 o Strut Top Fixture Residential Strut Bottom Fixture Strut above top fixture Strut on bottom half of hinge Strut above bottom fixture Detail A Detail B Detail C Optional Windows lntennediate Hinge O Strut O Su Lit Strut Strut 4 Snuts 4 3 1 Glazing Options:(max daylight opening 39-3/8"x 12-1/2") a 1/8"DSB or Polycarbonate 1/4"Tempered Glass -7/16"Insulated Glass w/opt for Tempered (max daylight opening 16-58"x 10-1/8") -1/4"Lexan with Z Frame (max daylight opening 29-38"x 13") 1) 1/4"Lexan with Aluminum Frame I) 9'-0"width _ (See chart for other widths) Optional Windows T4D (see Glazing Options) 2 ^ Top Fixture\ door height 6'-6"to T-0" 4 4 3 1 f/ 4D T-6"to 8'-0" 5 5 4 1ll ( 2 44 2 g'-3"to 8'-9" 5 5 4 End Stile Flag 9'-0"to 10'-6" 6 6 5 Bracket ]0'-9"to 12'-3" 7 7 6 7 12'-6"to 14'-0" 8 8 7 3B 2 14'-3"to 15'-9" 9 9 8 End Hinge 12 16-0"to 17'-6" 10 10 9 Track 17'-9"to 19'-3" 11 11 10 2 Bracket 19'-6"to 20'-0" 12 12 11 2 IBottom Fixtim, Track bracket quantities shown are for use with grade 2 or better Southern Yellow Pine.Refer to Jamb Attachment 2B 2A 2A Detail supplemental instructions for ); usage of alternate jamb materials. B v2 2 2 Details for door heights up to 20'-0" Intermediate Strut Strut are contained in the Supplemental Hinge Attachment 1 1 I / Instructions,which are required in addition to this drawing for installation. S+Cw Do not install door using only this \\ 01A��// drawing. �\ Off?�G N 8F`�� // Supporting structural elements shall ,'V ••• be designed by a registered professional ' engineer for wind loads shown on this .� •• i No. 51737 ' � drawing.If door is not electrically This door has been evaluated in accordance with ASTM E 330 and ANSI/DASMA 108 s * = operated,a lock must be installed. Applicable wind speeds are dependent on building envelope and must be determined in compliance with relevant ASCE 7, '� s• STATE OF 4 IBC or IRC standards tomeet reregional requirements. 'p i Digitally signed by John E.Scates P.E. A Maximum door height: 20'-00" g %/ � �� Date:20(11 8.0n66.18 10:18:55-05'00' A Glazing and door have not been tested for windbotne debris. //� SSIONA4 `��\` I I� W � OOO nts 0 John E.Scales,P.L. o o ❑��O 1� ® 05-22-2018 3121 Fairgate Drive Models:22XX,25XX,42W Width Design Pressure(PSF) Stile Oty. Professional Engineer's seal provided Carrollton,Texas 75007 52XX,59XX 9'-00" +50.7/-57.5 1 only for verification of windload TXPE 56308,F-2203 10'-00" +41.1/-46.6 z construction details Florida P.E.#51737 C.H.I.Drawing:Z10-09-02301 page 1 of 2 4 3 2 1 4 3 2 1 • Details on some views may have been omitted for clarity. Top Fixture The vertical wood jamb fasteners may be counter sunk to provide a flat mounting surface. Flag Bracket (.059)galvanized steel top fixture See jamb attachment details for more information about attaching jambs to structure. (.086)galvanized 00 0 a* attached with steel flag bracket four 1/4"x 3/4"screws. 2"x 7/16"(nominal)stop molding to be attached with minimum 8d nail attached to wood ll push nut or 2-1/2"long screw on 5"spacing.Stop molding not required when door jamb with three is more than 1"wider than opening. 5/16"x 1-5/8" End Stile wood lag screws,to nominal(.0155)galvanized steel minimum (.034)steel end stile � horizontal track with two 1/4"x 5/8" track bolts and nuts I and to vertical track I with two 1/4"x 5/8" a� track bolts and nuts. Optional Top Fixture (.023)backer plate 2"(min)x.0485(min) / (.109)galvanized steel top fixture at each stile location. galvanized steel track attached with two 1/4"x 3/4"screws. Track Bracket C (.102)galvanized steel track push nut bracket attached to wood jamb ° 8 (.034)steel end stile with one 5/16"x 1-5/8"wood lag screw per bracket and ° attached to vertical track with one 1/4"x 5/8"track bolt and nut or two 1/4"x 11/32"rivets. End Hinge galvanized steel Intermediate Hinge attached with (.058)galvanized steel 0 six 1/4"x 3/4"screws. A attached with four 1/4"x 3/4"screws. 13 t push nut ' \\\ )0�,��G E N 8�•.�S /�00 R 2"(max.for.069 thick) 2 3/4" 2 3/4" No51737 �. 4"(max,for.109 thick) . �. STATE OF40 nominal 0 2"(min.) 3-1/2"(min.)stem i '. &; 10(min.)ball roller with steel tire, j O;C�`, 11(min.)ball roller with nylon tire. // aG NN - 3 /�/ SS/O N A� \�� 00 17/8" Professional Engineer's seal provided C 0 p e 1/2" only for verification of windload Bottom Bracket ID construction details A (.102)galvanized steel bottom bracket Strut and Strut Attachment attached with (M� four red 1/4"x 3/4"screws. push nut (,051)50 ksi galvanized steel 3"strut �oL1Llo�o000 nts attached with John E.Scates,P.E. OS-22-2018 L Optional Bottom Bracket two 1/4"x 3/4"screws per stile. 3121 Fairgate Drive Models:22XX,25XX,42XX, push nut (.109)galvanized steel bottom bracket Carrollton,Texas 75007 52XX,59XX Vinyl Aluminum extrusion attached with TXPE 56308,F-2203 C.H.I.Drawing:Z10-09-02301 weatherstrip four red 1/4"x 3/4"screws. Florida P.E.#51737 page 2 of 2 4 3 2 11 1 OFFICE COPY (:BUCK Engineering SpPcialtiy Structural EnglnPPrinq CBUCK,Inc.Certificate of Authorization#8064 Evaluation Report "M-Seam" Metal Roof Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 (877) 358-7663 for Florida Product Approval # FL 5211.3 R7 Florida Building Code 6th Edition (2017) Per Rule 61G20-3 Method: 1 - D Category: Roofing Sub - Category: Metal Roofing Product: "M-Seam" Material: Steel Panel Thickness: 26 gauge, (Minimum) Panel Width: 16" Facsimile of digital copy signed by Support: Wood Deck James L Buckner,P.E. Electronically signed and sealed documents shall comply with the provisions of FAC Rule 61G15-23. .`....... Prepared by: ;,P. OCENSF' James L. Buckner, P.E., SECB * "°3'2x2 Florida Professional Engineer# 31242 :� * ` w= STATE Florida Evaluation ANE ID: 1916 "IOR10F Report No. 17-196-M-S6W-ER /0 NAI-"a� (Revises 15-104-M-56W-ER) /11111 111111` Date: 10/ 16/ 17 Contents: Evaluation Report Pages 1—7 2017.10.19 20:13:36-04'00' CBUCK,Inc.—Polm Beach County, Florido Phone:(561)491-9927• Email:cbuck@cbuckinc.net•Website:www.cbuckinc.net Main Office: 1374 Community Drive,Jupiter, Florida 33458 FL#: FL 5211.3-R7 Date: 10/16/17 CBUCK Encgineerinq Report No.: 27-1 M-56w-ER of 7 S m aika xi Stin-ic urc5i CBUCK,Inc.Certificate of Authorization#8064 Manufacturer: Millennium Metals,Inc. Product Name: "M-Seam" Product Category: Roofing Product Sub-Category Metal Roofing Compliance Method: State Product Approval Rule 61G20-3.005(1)(d) Product/System "M-Seam" Description: 26 gauge Minimum, Steel roof panel mechanically attached to Plywood Deck with screws. Product Assembly as Refer to Page 4 of this report for product assembly components/materials&standards: Evaluated: 1. Roof Panel 2. Fasteners 3. Underlayment 4. Insulation(Optional) Support: Type: Wood Deck (Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: • 15/32 (min.)or 19/32"or greater plywood, • or Wood plank(min.specific gravity of 0.42) Slope: Minimum slope shall be in compliance with FBC Chapter 15 Section 1507.4.2, applicable code sections and in accordance with manufacturers recommendations. Performance: Wind Uplift Resistance: • Design Uplift Pressure: Refer to Table"A" (Refer to"Table A"attachment details herein) FL#: FL 5211.3-117 Date: 10/16/17 CBUCK Engineering Page rt No.:3 of 7 M s6w-ER Spe0aff-U struc=tLWC51 ET-Qk—*MLrM CBUCK,Inc.Certificate of Authorization#8064 Performance Standards: The product described herein has demonstrated compliance with: • UL580-06—Test for Uplift Resistance of Roof Assemblies • UL 1897-12—Uplift test for roof covering systems Standards Equivalency: • The UL 580-94 standard version used to test the evaluated product assembly is equivalent to UL580-06 standard version adopted by the Florida Building Code 6th Edition (2017). • The UL 1897-98 standard version used to test the evaluated product assembly is equivalent to UL1897-12 standard version adopted by the Florida Building Code 6th Edition (2017). Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 6th Edition(2017),Section 1504.3.2. Evaluation Report Scope: This product evaluation is limited to compliance with the structural requirements of the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and •Scope of"Limitations and Conditions of Use"for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation,specifications and installation method(s)which include"Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20- 3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under"Optional Statewide Approval'. •Option for application outside"Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for"project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. •This report is a building code product evaluation per FLPE rule (FAC) 61G15-36 to comply with Florida product approval rule(FAC) 61G20-3.This evaluation report is part of the Florida Building Commission approval for the listed code related criteria. This report by James Buckner, P.E. and CBUCK Engineering is not a design certification of code compliance construction submittal documentation, per FBC section 107, for any individual structure,site specific or permit design. •All metal components and fasteners shall be corrosion resistant in accordance with applicable sections of FBC, including but limited to Sections 1504.3.2, 1506.6 and 1507.4.4. •Design of support system is outside the scope of this report. •Fire Classification is outside the scope of Rule 61G20-3,and is therefore not included in this evaluation. •This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section.(Dade&Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc.(FBC Organization#:QUA 1824). FL#: FL 5211.3-117 Date: 10/16/17 CSUCK Engineering Report No.:4 of 7 M s6w ER Spe4=kq tj StrucfLwal E:ngk*%=4 Ing CBUCK,Inc.Certificate of Authorization#8064 Components/Materials Roof Panel: (by Manufacturer): Product Identification: M-Seam Material: Steel Thickness: 26 gauge Minimum Panel Width: 16" (max.)Coverage Rib Height: 1" Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: • ASTM A792 coated,or • ASTM A653 G90 galvanized steel Fastener: Type: Pancake-Head Wood Screw Size: #10(x length to meet min. penetration through deck) Penetration Through: 3/16" min.through wood deck Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Components/Materials Underlayment: (by Others): Material and application shall be in compliance with FBC Section 1507.1.1 and in accordance with applicable code sections and manufacturer's recommendations. Insulation(Optional): Type: Rigid Insulation Board Thickness: 3"(max.) Properties: Density: 2.25 pd(Ibs/ft3)min. Or Compressive Strength: 20 psi min. Insulation Notes: • Rigid Insulation shall meet minimum density OR compressive strength. • Insulation shall comply with FBC Section 1508. When insulation is incorporated, fastener length shall conform to penetrate thru bottom of support a minimum of 3/16". FL#: FL 5211.3-R7 Date: 10/16/17 CBUCK Engineering Report No.: 57of 7 56w ER Speclaty Structural EngU-wiPring CBUCK,Inc.Certificate of Authorization#8064 Installation: Installation Method: (Refer to drawings on Pages 6-7 of this report.) ■ Fastener spacing: Refer to Table"A"Below (along the length of the panel) ■ Rib Interlock: Snap Lock (Panel ribs shall be fully engaged to form an integral interlock.) ■ Minimum fastener penetration thru bottom of support,3/16". ■ For panel construction at the end of panels, refer to manufacturers instructions and any site specific design. TABLE"A" ALLOWABLE LOADS METHOD 1: METHOD 2: *Design Pressure: -84.25 PSF -91.75 PSF Deck Thickness: 15/32"or 19/32" 15/32"or 19/32" Fastener Spacing: 8" 4" "Allowable design pressure for allowable stress design(ASD)with a margin of safety of 2 to 1. Install the "M-Seam" roof panel assembly in compliance with the installation method listed in this report and applicable code sections of FBC 6th Edition (2017). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturers installation instructions as a supplemental guide for attachment. Referenced Data: 1. UL580-94&UL 1897-98 Uplift Test By Hurricane Test Laboratory, LLC(FBC Organization#TST ID: 1527) Report#: 0232-0508-05, Report Date:6/29/05,Specimens#1-3 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID:1824) Millennium Metals Licensee#423 3. Equivalency of Test Standard Certification By James L. Buckner, P.E. @ CBUCK Engineering (FBC Organization#ANE 1916) 4. Certification of Independence By James L. Buckner,P.E. @ CBUCK Engineering (FBC Organization#ANE 1916) FL#: FL 5211.3-117 Date: 10/16/17 g Report No.:67of 7 M s6w-ER CBUCK Engineerin SpPdalty Structural Engine-ring CBUCK,Inc.Certificate of Authorization 118064 installation Method Millennium Metals "M-Seam" Roof Panel Attached to Wood Deck Profile Drawings f 16 CaRrage Op6 St6acos 314' Type:Pendl Rib or Sbiabed Typical Panel Profile View (Not To Scole) 16'O.C. Irttegral Snap Lock #10 Panc aka+le+ad Screw 3116'rrin. penetration ttru deck Typical Assembly Profile View (Not To Scale) FL#: FL 5211.3-R7 Date: 10/16/17 CBUCK Engineering Page rt No.:17-1 177 -ER SpeclatN Structural EnginE=L=rinq CBUCK,Inc.Certificate of Authorization#8064 Installation Method Millennium Metals "M-Seam" Roof Panel Attached to Wood Deck Fastener- #10 Pancake -i9ad „MSeari'Roof Panel ---- -- --- -- - ---� 1 I j/ % F o.c Typical % � l 4' Upa ----� .Insdafion-. -15(37 or 1997 CDX PNvx)od Deck,or ( )3'max or 25 psi n7R -Vlbod plonk Typical Assembly Profile View (Not To Scale) TABLE"A" ALLOWABLE LOADS METHOD 1: METHOD 2: *Design Pressure: -84.25 PSF -91.75 PSF Deck Thickness: 15/32"or 19/32" 15/32"or 19/32" Fastener Spacing: 8" 4" *Allowable design pressure for allowable stress design(ASD)with a margin of safety of 2 to 1. OFFICE COPY CERTIFICATE OF COMPLIANCE 69372-41-0 Accella Polyurethane CertificatUL Certificate Number Systems 04/30/2015 - 01/14/2o18 Certificate Period QuadFoam ® 50o NatureSeal ® Certified PRODUCT CERTIFIED FOR Open Cell Polyurethane Spray Status LOW CHEMICAL EMISSIONS Foam System UL 21"S UL 2818 - 2013 Standard for Chemical Emissions for Building Materials, Finishes and Furnishings Wall finishes are determined compliant using an Office Environment with an air change of o.68 hr-1 and a loading of 33.40 m2. Products tested in accordance with UL 2821 test method to show compliance to emission limits in UL 2818,Section 7.1. aEnvironment UL Environment investigated representative samples of the identified Product(s)to the identified standard(s)or other requirements in accordance with the agreements and any applicable program service terms in place between UL Environment and the Certificate Holder(collectively"Agreement"). The Certificate Holder is authorized to use the UL Environment Mark for the identified Product(s)manufactured at the production site(s)covered by the ULE Test Report,in accordance with the terms of the Agreement. This Certificate is valid for the identified dates unless there is non-compliance with the Agreement. GREENGUARD Certification Criteria for Building Products and Interior Finishes Maximum Allowable Criteria CAS Number Predicted Concentration Units TVOC(A) - 0.50 mg/m, Formaldehyde 50-00-0 61.3(5o ppb) µg/m3 Total Aldehydes(B) - 0.10 ppm Particle Matter less than ioµm(c) 50 µg/m, 4-Phenylcyclohexene 4994-i6-5 6.5 µg/m3 Individual VOCs(D) - 1/loth TLV - (A) Defined to be the total response of measured VOCs falling within the C6—C�6 range,with responses calibrated to a toluene surrogate. Maximum allowable predicted TVOC concentrations for GREENGUARD(0.50 mg/m3)fall in the range of 0.5 mg/m3 or less,as specified in CDPH Standard Method v1.1. (B) The sum of all measured normal aldehydes from formaldehyde through nonanal,plus benzaldehyde,individually calibrated to a compound specific standard.Heptanal through nonanal are measured via TD/GC/MS analysis and the remaining aldehydes are measured using HPLCIUV analysis. (c) Particle emission requirement only applicable to HVAC Duct Products with exposed surface area in air streams(a forced air test with specific test method)and for wood finishing(sanding)systems. (D) Allowable levels for chemicals not listed are derived from 1/10th of the Threshold Limit Value(TLV)industrial work place standard(Reference: American Conference of Government Industrial Hygienists,6500 Glenway,Building D-7,and Cincinnati,OH 45211-4438). �L Environment UL Environment investigated representative samples of the identified Product(s)to the identified Standard(s)or other requirements in accordance with the agreements and any applicable program service terms in place between UL Environment and the Certificate Holder(collectiwly'Agreement). The Certificate Holder is authorized to use the UL Environment Mark far the identified Product(s)manufactured at the production site(s)covered by the ULE Test Report,in accordance with the terms olithe Agreement. This Certificate is valid for the identified dates unless there is non-compliance with the Agreement. CESEVALUATION • - 285 Originally Issued: 03/28/2014 Revised: 05/19/2017 Valid Through: 03/31/2019 EVALUATION SUBJECT: 3.2 Surface Burning Characteristics QUADFOAM®NATURESEAL 500 3.2.1 The QuadFoam NatureSeal 500 foam plastic insulation,at a maximum thickness of 4 inches(102 mm) REPORT HOLDER: and a nominal density of 0.5 pounds per cubic foot (8.0 Accella Polyurethane Systems kg/m3),has a flame spread index of 25 or less and a smoke- 100 Enterprise Drive developed index of 450 or less when tested in accordance Cartersville,GA 30120 with ASTM E84. (770)607-0755 3.2.2 Thicknesses are not limited for ceiling cavities and wall cavities when covered by a prescriptive thermal barrier CSI Division: 07 00 00 THERMAL AND (minimum '/� inch (12.7 mm) thick gypsum wallboard) MOISTURE PROTECTION complying with and installed in accordance with the IBC or CSI Section: 07 2100 Thermal Insulation IRC.Thicknesses of up to 11.5 inches(292 mm)for ceiling cavities and 7.5 inches (191 mm) for wall cavities are 1.0 SCOPE OF EVALUATION recognized,based on testing in accordance with NFPA 286, when installed in accordance with Section 4.3.2 of this 1.1 Compliance to the following codes&regulations: report. • 2015,2012,2009 and 2006 International Building Code®(IBC) 3.3 Thermal Resistance: For uses in accordance with the • 2015, 2012, 2009, 2006 International Residential IECC or other codes, QuadFoam® NatureSeal 500 foam Code®(IRC) plastic insulation has a thermal resistance, R-value, at a • 2015,2012,2009 and 2006 International Energy mean temperature of 75°F (24°C) as shown in Table 1 of Conservation Code®(IECC) this report. 1.2 Evaluated in accordance with: 3.4 Intumescent Coatings • ICC-ES AC377,approved April 2016 3.4.1 DC 315: DC 315 intumescent coating and DC315 Primer are manufactured by International Fireproof 1.3 Properties assessed: Technology Inc.and is a water-based coating supplied in 5- • Surface-burning characteristics gallon(19 L)pails and 55-gallon(208 L)drums.The coating • Physical properties and primer have a maximum shelf life of 24 months when • Thermal resistance stored in factory-sealed containers at temperatures between • Use in attics and crawl spaces 50°F(]0°C)and 90°F(320C). • Exterior Walls in Types I through V Construction 3.4.2 Flame Control No.60-60A:60-60A is a water-based 2.0 PRODUCT USE intumescent coating manufactured by Flame Control Coatings supplied in 5-gallon (19 L) pails and 55-gallon QuadFoam® NatureSeal 500 is a spray-applied (208 L)drums.The coating has a maximum shelf life of one polyurethane foam plastic(SPF)insulation and is used as a year when stored in factory-sealed container between 50°F nonstructural thermal insulating material in Type V (I 0°C)and 80°F(271C). construction under the IBC and dwellings under the IRC. The insulation may also be used in construction Types I,11, 4.0 DESIGN AND INSTALLATION III or IV when installed in accordance with Section 4.5 of this report.The insulation complies with IBC Section 2603, 4.1 General 2015,2012 and 2009 IRC Section R316(2006 IRC Section R314), and 2015 and 2012 IECC Sections C303, C402, QuadFoam® NatureSeal 500 spray-applied foam plastic R303 and R402 (2009 IECC Sections 303 and 402; 2006 insulation shall be installed in accordance with the IECC Section 402). manufacturer's published installation instructions and this report. A copy of these instructions and this evaluation 3.0 PRODUCT DESCRIPTION report shall be available on the jobsite at all times during installation.Where conflicts occur,the more restrictive shall 3.1 QuadFoam®NatureSeal 500 Insulation: QuadFoam® govern. NatureSeal 500 is a low-density spray-applied, open cell polyurethane foam plastic insulation having a nominal density of 0.5 pcf(8 kg/m3). u ��UFO" The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply with(u, the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance.durability and safely, as applicable,in accordance with IBC Section 104.11.This document shall only be reproduced in its entirety. Copyright©2017 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States.Ph.'1-877-41ESRPT-Fax.909.472.4171 webwww.uniform-es.org•4755 East Philadelphia Street,Ontario,Califomia 91761-2816-USA Page 1 of 5 �"` VES 1 ' 1 * - 285 ' Originally Issued: 03/28/2014 Revised: 05/19/2017 Valid Through: 03/31/2019 4.2 Application: QuadFoam® NatureSeal 500 shall be applied in one coat using brush, roller or airless spray applied using spray equipment specified by Accella equipment. Polyurethane Systems. 4.4 Attics and Crawl Spaces:When installing QuadFoam® 4.3 Thermal Barrier NatureSeal 500 in attics or crawl spaces and a thermal barrier is omitted in accordance with IBC Section 4.3.1 Application with a Prescriptive Thermal Barrier: 2603.4.1.6 or IRC Sections R316.5.3 or R316.5.4, QuadFoam®NatureSeal 500 insulation at any thickness in installation shall comply with either Sections 4.4.1 or 4.4.2 ceiling cavities and in wall cavities shall be separated from of this report. the interior of the building by a code-complying prescriptive thermal barrier. The IBC and IRC prescribe an approved 4.4.1 Application with a Prescriptive Ignition Barrier: thermal barrier of minimum '/2—inch thick (12.7 mm) When QuadFoam® NatureSeal 500 insulation is installed gypsum wallboard or equivalent 15-minute thermal barrier within attics and crawl spaces where entry is made only for complying with IBC Section 2603.4 or 2015,2012 and 2009 service of utilities, an ignition barrier shall be installed in IRC Section R316.4 (2006 IRC Section 314.4), as accordance with IBC Section 2603.4.1.6 or 2015,2012 and applicable and installed in accordance with applicable code. 2009 IRC Sections R316.5.3 and R316.5.4 (2006 IRC Sections R314.5.3 and R314.5.4), as applicable. The 4.3.2 Application without a Prescriptive Thermal ignition barrier shall be consistent with the construction type Barrier: As an alternative assembly to the use of a of the building. prescriptive thermal barrier, QuadFoam® NatureSeal 500 insulation may be installed in accordance to one of the 4.4.2 Application without a Prescriptive Ignition following methods: Barrier: Where the spray-applied insulation is installed in accordance with Section 4.4.2.1 or 4.4.2.2 of this report,the DC315: QuadFoam® NatureSeal 500 insulation may be following conditions apply: installed without a prescriptive thermal barrier when coated on all exposed surfaces with DC135 Primer and DC315 a) Entry to the attic or crawl space is only to service intumescent coating.The DC315 Primer shall be applied to utilities,and no storage is permitted. a wet film thickness of 4 mils(0.102 mm)3 mils(0.076 mm) b) There are no interconnected attic or crawl space areas. dry film thickness and allowed to fully cure. DC315 c) Air in the attic or crawl space is not circulated to other intumescent coating is applied to the primed insulation parts of the building. surface at a 1.0 gallon / 100 ft' (0.4 L/mz) theoretical d) Attic ventilation is provided when required by IBC application rate to a thickness of 16 mils (0.406 mm) wet Section 1203.2 or IRC Section R806,except when an film thickness, I 1 mils(0.279 mm)dry film thickness.The air-impermeable insulation is permitted in unvented maximum thickness of the spray foam insulation is limited attics in accordance with Section R806.4 of IRC. to 7.5 inches(190 mm)on vertical surfaces and 11.5 inches Under-floor (crawl space) ventilation is provided (292 mm)on overhead surfaces.Primer and coating shall be when required by 2015 IBC Section 1203.4 (2012, applied in accordance with International Fireproof 2009 and 2006 IBC Section 1203.3) or IRC Section Technology's installation instructions and this report. R408.1,as applicable. Where conflicts occur, the more restrictive shall govern. e) The foam plastic insulation is limited to the maximum Surfaces to be coated shall be dry, clean, and free of dirt, thickness and density tested, as described in Section loose debris and other substances.The primer and coating is 4.3.2 of this report. applied in one coat with low-pressure airless spray f) Combustion air is provided in accordance with 2015, equipment. 2012 and 2009 IMC(International Mechanical Code®) Section 701 (2006 IMC Sections 701 and 703). Flame Control 60-60A: QuadFoam® NatureSeal 500 g) The installed coverage rate or thickness of coatings,if insulation may be installed without a prescriptive thermal part of the insulation system, shall be equal to or barrier when coated on all exposed surfaces with Flame greater than that which was tested. Control No. 60-60A intumescent coating. 60-60A intumescent coating is applied to the insulation surface at a 4.4.2.1 Attics and Crawl Spaces: QuadFoam®NatureSeal 1.25 gallon/ 100 ft2(0.51 L/m2)theoretical application rate 500 spray foam insulation may be spray-applied without a to a thickness of 20 mils(0.51 mm)wet film thickness, 13 prescriptive ignition barrier to the underside of the roof deck mils(0.33 mm)dry film thickness.The maximum thickness to thicknesses not exceeding 11.5 inches (292 mm) and/or of the spray foam insulation is limited to 7.5 inches (190 vertical surfaces to thicknesses not exceeding 7.5 inches mm) on vertical surfaces and 11.5 inches (292 mm) on (190 mm), as described in this section. When QuadFoam® overhead surfaces. Coating shall be applied in accordance NatureSeal 500 is installed as described in this section, no with Flame Control Coating's installation instructions and ignition barrier or coating is required. this report.Where conflicts occur,the more restrictive shall govern.Surfaces to be coated shall be dry,clean,and free of Alternative:QuadFoam®NatureSeal 500 insulation may be dirt, loose debris and other substances. The coating is covered on all exposed surfaces with an application of DC Page 2 of 5 V EsEVALUATION REPORT Number.-"-, 285 Originally Issued: 03/28/2014 Revised: 05/19/2017 Valid Through: 03/31/2019 315 intumescent coating and primer as described in Section 5.2 QuadFoam® NatureSeal 500 insulation shall be 3.4 of this report. The DC315 Primer shall be applied to a protected by a 15-minute thermal barrier in accordance with wet film thickness of mils(0.102 mm),3 mils(0.076 mm) Section 4.3.1 of this report except when installation dry film thickness, and allowed to fully cure. DC315 complies with Section 4.3.2 (Application without a intumescent coating is applied to the primed insulation Prescriptive Thermal Barrier) or 4.4 (Attics and Crawl surface at a 1.0 gallon / 100 ft' (0.4 L/m2) theoretical Spaces)of this report. application rate to a thickness of 16 mils (0.406 mm) wet film thickness, l 1 mils (0.279 mm) dry film thickness and 5.3 The A and B components of the insulation are produced DC315 intumescent coating shall be applied in accordance under a quality control program with inspections by IAPMO with International Fireproof Technology's installation Uniform ES. instructions and this report.Where conflicts occur,the more restrictive shall govern. Surfaces to be coated shall be dry, 5.4 QuadFoam®NatureSeal 500 insulation shall be installed clean,and free of dirt,loose debris and other substances.The by contractors certified by Accella Polyurethane Systems. coating is applied in one-coat with low-pressure airless spray equipment. 5.5 When QuadFoam®NatureSeal 500 insulation is used in areas where in the likelihood of termite infestation is"very 4.4.2.2 Use on Attic Floors: QuadFoam®NatureSeal 500 heavy,"it shall be installed in accordance with IBC Section insulation may be installed exposed(no coating),without an 2603.8 (2012 IBC Section 2603.9) or IRC Section R318.4 ignition barrier up to a maximum thickness of 11'/z inches (2006 IRC Section R320.5),as applicable. (292 mm) between and over the joist in attic floors. The insulation shall be separated from the interior of the building 5.6 Jobsite labeling,and certification of the insulation shall by an approved thermal barrier complying with IBC Section comply with 2015 IRC Sections N1101.10 and 2603.4 or 2015,2012 and 2009 IRC Section R316.4 (2006 NI101.10.1.1, 2012 IRC Sections N1101.12 and IRC Section 314.4). The ignition barrier required by IBC N1101.12.1, IRC Sections N1101.4 and N1101.4.1 and Section 2603.4 and 2015, 2012 and 2009 IRC Section IECC Sections C303.1.1 and C303.1.2(2009 IECC Section R316.5.3 (2006 IRC Section R314.5.3) may be omitted in 303.1.1.1; 2006 IECC Sections 102.1.1 and 102.1.1.1), as this case. applicable. 4.5 Exterior Walls of Types I, II, III, IV or V 5.7 Where applicable,QuadFoam®NatureSeal 500 shall be Construction(IBC) installed with a vapor retarder in accordance with the applicable code. 4.5.1 General: QuadFoam®NatureSeal 500 insulation may be used in exterior walls of Type V construction of any 6.0 SUBSTANTIATING DATA height.When QuadFoam®NatureSeal 500 insulation is used in exterior walls of Types 1,II,111 or IV construction of any 6.1 Data and test reports submitted are from laboratories in height,the insulation shall comply with IBC Section 2603.5 compliance with ISO/IEC 17025 and in accordance with the and this section. ICC-ES Acceptance Criteria for Spray-applied Foam Plastic Insulation, (AC377), Approved April 2016, including 4.5.2 Complying Exterior Wall Assemblies of Types 1,11, reports of tests in accordance with Appendix X of AC 377. III and IV Construction (IBC): Wall assemblies that comply with Section 2603.5 of the IBC and this report that 6.2 NFPA 286 test reports dated May 9,2013 and April 17, may be used in exterior walls of buildings of Type 1, 11,III 2015. or IV construction of any height are described in Table 2 of this report 6.3 Reports on fire propagation characteristics tests in accordance with NFPA 285. 5.0 LIMITATIONS The QuadFoam® NatureSeal 500 spray foam insulation described in this report complies with, or is a suitable alternative to what is specified in those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The insulation and coating products shall be installed in accordance with the manufacturer's published installation instructions,this evaluation report and the applicable code. Where conflicts occur,the more restrictive shall govern. Page 3of5 q,. e N REPORT . - 285 Originally Issued: 03/28/2014 Revised: 05/19/2017 Valid Through: 03/31/2019 7.0 IDENTIFICATION Containers of QuadFoam®NatureSeal 500 components are identified with a label bearing the Accella Polyurethane Systems name address;the product trade name(QuadFoams NatureSeal 500); the lot number; the flame spread, and smoke developed indices; mixing instructions; density; the shelf life;the expiration date;and the IAPMO Uniform ES Evaluation Report number(ER-285). IqP U MD ES ES VV Of TM IAPMO ER#285 Brian Gerber,P.E.,S.E. Vice President,Technical Operations Uniform Evaluation Service Richard Beck,PE,CBO,MCP Vice President,Uniform Evaluation Service K� GP Russ Chane CEO,The IAPMO Group For additional information about this evaluation report please i isit wNr.uniform-es.or¢or email at infoCa uniform-es.ora Table 1—Thermal Resistance R-Values ' Thickness inch R-Value °F•ft2•hr/Btu 1.0 3.7 4.0 14 7.5 27 11.5 41 SI: 1 inch=25.4 mm; 1 °F•ft2•hr/Btu=0.176°K•m2•hr/W 'R-values are calculated based on tested k-factors at 1-and 4-inch thicknesses. Page 4 of 5 UE sEVALUATION REPORT . - 285 TM Originally Issued: 03/28/2014 Revised: 05/19/2017 Valid Through: 03/31/2019 TABLE 2-NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES FOAMSULATE 2202 APPLIED TO EXTERIOR OF WALL ASSEMBLY WITH FOAMSULATE 2202 OR QUADFOAM*NATURESEAL 500 IN WALL STUD CAVITY WALL COMPONENT MATERIAL DESCRIPTION Base Wall System(BWS) I —concrete wall Use either 1,2 or 3 2—concrete masonry wall 3—1 layer of 5/8-inch thick Type X gypsum wallboard installed on the interior side of minimum 35/8-inch deep minimum No. 20-gauge steel studs spaced a maximum or 24 inches on center.Lateral bracing installed minimum every 4 feet vertically or as required. Wall stud cavities shall be filled at each floor line with minimum 4 pcf density mineral wool(e.g.Thermafiber)friction fit between steel wall studs. Perimeter Fire Barrier Perimeter fire barrier system complying with Section 715.4 of the 2015 or 2012 System IBC shall be installed,as applicable,to fill the void created at the intersection of the exterior curtain wall assembly and the concrete floor slab. Interior Insulation 1 —None Use either 1,2,3,4 or 5;or 2—Maximum 35/8-inch thickness of QuadFoam®NatureSeal 500 open-cell SPF combination of 3 and 4;or insulation applied to the interior surface of BWS I or 2 above.''•4 combination of 3 and 5 3—QuadFoam®NatureSeal 500 insulation applied to the full depth of the wall stud cavity,or less,with exterior gypsum sheathing(see BWS 3 above)as the substrate covering the width of the cavity and the inside of the steel wall stud framing flange',4 4—Fiberglass batt insulation(faced or unfaced) 5—Mineral wool insulation faced or un aced) Exterior Sheathing 1 —None(for BWS I or 2 above) Use either 1 or 2 2—%-inch thick exterior gypsum sheathing for BWS 3 above Exterior Insulation Maximum 4-inch thickness of Foamsulate 2202 insulation Exterior Wall Covering2 1 —Brick: Standard type brick veneer anchors,installed at a minimum 24-inches Use either 1,2,3,4 or 5 on center,vertically on each stud with maximum 1-inch air gap between exterior insulation and brick.Brick to be standard nominal 4-inch thick clay brick installed in a running bond pattern using Type S mortar. 2—Stucco:Minimum'/4-inch thick,exterior cement plaster and lath.A secondary water-resistive barrier(WRB)may be installed between the exterior insulation and the lath.The secondary WRB shall not be full-coverage asphalt or butyl-based self-adhered membranes. 3—Natural Stone:Minimum 2-inch thick natural stone(granite,limestone, marble,sandstone).Any standard non-open jointed installation technique may be used. 4—CMU and others:Minimum 2-inch thick concrete masonry unit(CMU),pre- cast concrete or artificial cast stone.Any standard non-open jointed installation method may be used. 5—Terra Cotta:Minimum 1'/4-inch thick Terra Cotta non-open jointed.Any standard non-open jointed installation method may be used. Flashing of window,door As an option,flash around windows,doors and other exterior penetrations with and other exterior wall limited amounts of maximum 12-inch wide flashing tape(acrylic,asphalt or butyl- penetrations based)or liquid-applied membrane material with or without fiber mesh reinforcements. SI: I inch=25.4 mm;1 pcf=16.0 kg/m3;1 Btu/ft2=0.01128 mJ/m2 'Fireblocking per Section 718 of the 2015 or 2012 IBC and thermal barrier material requirements per Section 2603.4 of the2015 or 2012 IBC shall be met for Base Wall Systems 1 and 2,as required by specific wall construction details when a combustible concealed space is created on interior side of exterior wall assembly. 2 Foamsulate 220 in accordance with IAPMO UES ER-352. • Page 5 of 5 TECHNICAL DATA SHEET Q% FOmMaterial Specification Criteria ( Project Submittal Data An Accella Brand QUADFOAM® NATURESEAL OCX LIGHT DENSITY• OPEN CELL FOAM QuadFoam®NatureSeal OCX is a two component,light density,one to one by volume spray applied polyurethane foam that contains+/-14%bio, renewable,recycled and sustainable content.To produce QuadFoam®NatureSeal OCX requires the use of an"A"component(ISO)and a blended'•B" component(RESIN),which contains ZERO ozone depleting blowing agents,catalysts,polyols and fire retarding materials.QuadFoam®NatureSeal OCX is an insulation system designed for use in residential and interior commercial applications.Use in lieu of more traditional forms of insulating materials such as fiberglass,cellulose or other loose fill products.Typical area's where spray polyurethane foam is applied are: EXTERIOR WALLS•INTERIOR WALLS•VENTED ATTICS•UN-VENTED ATTIC ASSEMBLIES BETWEEN FLOORS•CEILINGS TYPICAL PHYSICAL PROPERTIES: 3.7@1" ASTMC518 0.5 LB/Cubic Foot ASTM D 1622 >95% ASTM D 6226 11NIIIIIIIf.11 Mili + "' 50 ASTM E 90 AIR IMPERMEABLE <0.0012 ft.3/min-ft.2 ASTM E 283 TENSILE STRENGTH(PSI) 3.71 psi ASTM D 1623 DIMENSIONAL <15% ASTM D 2126 BUILDING CODE CERTIFICATIONS EVALUATION SERVICE REPORT IAPMO UES 285 EVALUATION i ICC-FBC Supplement Florida Building Code-Building Florida Building Code-Residential BUILDING TYPES Approved I,11,111,IV,V-B:Nonstructural Insulation material FLAME SPREAD ASTM E84 Class I<0 ASTM E84 Class I<300 Pass:Standard fire test method for evaluation of fire propagation characteristics of exterior non load bearing wall assemblies containing combustible components. Pass:Standard fire test method for evaluation of fire propagation characteristics of exterior non-load bearing wall assemblies containing combustible components. Pass:Can be used without a 15-minute thermal barrier when covered with one of the approved NFPA 286 intumescent coatings as shown on page 2. NFPA 286 Pass:Complies with the applicable requirements of ICC-ES AC377 Appendix X for use in attics and crawlspaces without the use of a prescriptive ignition barrier or intumescent coating. UL LISTING FWFX.R38039 Exterior Wall System Components Mw 1111M. ."Wr FWFO.EWS0013 Exterior Wall Systems IxsuunOkCU MMAS • 'V� u III■ j®•• •I•NIGHT' 10 A A s:ociAnoM Of AMRICA • 0• • 3 QUADFOAM® NATURESEAL OCX LIGHT DENSITY•OPEN CELL FOAM GENERAL PROPERTIES:QuadFoam®NatureSeal OCX is a low viscosity, VAPOR RETARDER:Open cell foam insulation is vapor permeable and 0.5 pcf density open cell insulating material.QuadFoam®NatureSeal will allow some diffusion of moisture through the product.Consult OCX is designed to provide significant control of air infiltration along local building code officials for specific requirements.Climate zone with a high R-value per inch.When properly installed by a professional tables are available in current IBC and IRC publications. application company QuadFoam®NatureSeal OCX quickly expands to fill the cracks,crevices,gaps and voids that exist in every structure. APPLICATION GUIDELINES:Polyurethane foam systems should be In addition,QuadFoam®NatureSeal OCX will conform to the curves, processed through commercially available spray equipment designed irregular surfaces and spaces to form a superior thermal envelope for that purpose by a qualified professional applicator.Consult the around your entire structure. current Accella-application guidelines for Quad Foam®NatureSeal OCX prior to installation.It is the responsibility of the professional EQUIPMENT AND COMPONENT RATIOS:The mix ratio is 1 to 1 by volume. applicator to thoroughly understand all equipment technical The pre-heater temperatures should be set between 115°F-140°F information and safe operating procedures that pertain to a spray and able to maintain+/-5°F polyurethane foam application. THERMAL BARRIER:Current International Building Code(IBC)and MATERIAL HANDLING:Due to the reactive nature of these components International Residential Code(IRC)require that spray polyurethane respiratory protection is mandatory.The vapors and liquid aerosols foam be separated from the building interior by a code prescribed present during application and for a short period thereafter must 15-minute thermal barrier or a code-approved alternative.Gypsum be considered-and appropriate protective measures taken-to board at a minimum thickness of 1/2"is a code prescribed 15-minute minimize potential risks from overexposure through inhalation, thermal barrier.The following intumescent coatings when installed skin,or eye contact.These protective measures include:adequate per manufacturer specifications are approved as thermal barrier ventilation,safety training for installers and other workers,use of alternatives for Quad Foam®NatureSeal OCX: appropriate personal protective equipment,and a medical surveillance program.It is imperative that the applicator read and become APPROVED INTUMESCENT COATINGS: familiar with all available information on proper use and handling of spray polyurethane foam.Additional Information is available at DC315'"manufactured by: TApplication Rates: International Fireproof Technology,Inc8 Wet Mils-12 Dry Mils spraypolyurethane.org,polyurethane.org or by contacting the Accella"' Technical Services dept.of Accella"Polyurethane Systems,LLC. IGNITION BARRIER: Quad Foam®NatureSeal OCX meets the PROPER STORAGE OF RAW MATERIALS:Shelf life is six(6)months from requirements of ICC-ES AC377 Appendix X for use in attics and date of manufacture when stored indoors,in the original unopened crawlspace without a prescriptive ignition barrier or intumescent containers and between the temperatures of 50°F-80°F. coatings when the following conditions are met: TECHNICAL ASSISTANCE:For additional assistance please contact the Entry is only to service utilities in the attic or crawlspace and no Accella'Technical Services dept.of Accella`Polyurethane Systems, a storage is permitted. LLC.at(844)922-2355. b Attic or crawlspace areas cannot be connected. DISCLAIMER:To the best of our knowledge,all technical data contained Air from the attic or crawlspace cannot be circulated to other parts of herein is true and accurate as of the date of issuance and subject ° the building. to change without prior notice.User must contact Accella"to verify In accordance with IBC Section 1203.3 or IRC Section R408.1,under correctness before specifying or ordering.We guarantee our products d floor(crawlspace)ventilation is provided as applicable. to conform to the quality control standards established by Accella'" Polyurethane Systems,LLC.We assume no responsibility for coverage, e In accordance with IBC 1203.2 or IRC Section 8806,attic ventilation performance or injuries resulting from use.Liability,if any,is limited to is provided as applicable. replacement of the product.NO OTHER WARRANTY OR GUARANTEE In accordance with 2012 and 2009 IMC(International Mechanical OF ANY KIND IS MADE BY ACCELLA"EXPRESSED OR IMPLIED; f Code®)Section 701,or 2006 IMC Sections 701 and 703,combustion STATUTORY,BY OPERATION OF LAW,OR OTHERWISE,INCLUDING air is provided. MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. The foam plastic insulation is limited to the maximum thickness and 9 density tested. h The installed coverage rate of coatings,if part of the insulation system shall be equal or greater than that tested. MANUFACTURED BY: AC C E L L A" ACCELLA'"POLYURETHANE SYSTEMS,LLC - ---- POLYURETHANE SYSTEMS 100 Enterprise Drive Cartersville,GA 30120 (844)922-2355•www.quadfoam.com EMERGENCY NOTIFICATIONS:CHEMTREC:Material Leaks,Spills or Fire(800)424-9300 QUadFoam I An Accella Brand www.OuadFoam.com • • OFFICE COPY Widely9�� ICC EVALUATION Most lz:�� SERVICE ICC-ES Report ESR-1655 ICC-ES 1 :00 . 04/2016 This report is subject to renewal 04/2018. DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 21 00—THERMAL INSULATION REPORT HOLDER: COVESTRO, LLC 2400 SPRING STUEBNER ROAD SPRING, TEXAS 77389 EVALUATION SUBJECT: BAYSEALT"^ OPEN CELL SPRAY-APPLIED POLYURETHANE INSULATIONS I C ICC ICC ICC � C PMG LISTED Look for the trusted marks of Conformity! 001:`=� iSIN"2014 Recipient of Prestigious Western States Seismic Policy Council ` (WSSPQ Award in Excellence" A Subsidiary of CODE COUNCIL SCC A.r"..d ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not Cears specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as J to any finding or other matter in this report, or as to any product covered by the report. ..oma• * A«°dns CSN Copyright ° 2016 ICC Evaluation Service, LLC. All rights reserved. C C ICC EVALUATION, ICC-ES Evaluation Report ESR-1655 Reissued April 2016 Revised August 2016 This report is subject to renewal April 2018. www.icc-es.org 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:07 00 00—THERMAL AND MOISTURE Section 4.5 for use in Type I, II, III and IV construction. The PROTECTION insulation is for use in wall cavities, floor assemblies, Section:07 21 00—Thermal Insulation ceiling assemblies or attics and crawl spaces when installed in accordance with Section 4.3. The insulation REPORT HOLDER: may be used in wall assemblies in fire-resistive-rated- construction as described in Sections 3.11 and 4.4. COVESTRO, LLC Bayseale OCX insulation is used as a nonstructural 2400 SPRING STUEBNER ROAD thermal insulating material in buildings of Type V-B (IBC) SPRING,TEXAS 77389 construction and in dwellings built under the IRC. The (281)350-9000 insulation is for use in wall cavities and floor assemblies, www.polyurethanes.covestro.com ceiling assemblies, and in attics and crawl spaces when EVALUATION SUBJECT: installed in accordance with Section 4.3. 3.0 DESCRIPTION BAYSEAL®OPEN CELL SPRAY-APPLIED 3.1 General: POLYURETHANE INSULATIONS Bayseal® OC, with a nominal density of 0.5 pcf 1.0 EVALUATION SCOPE (8 kg/m3), and Bayseal® OCX, with a nominal density of 0.6 pcf(10 pcf/m3), are spray-applied cellular polyurethane 1.1 Compliance with the following codes: foam plastic insulations that are installed in stud wall ■ 2015, 2012 and 2009 International Building Code(IBC) assemblies, ceilings, floors, crawlspaces and cavities of ■ 2015, 2012 and 2009 International Residential Code roofs. The foam plastic insulation is a two-component, (IRC) open-cell, water blown, one-to-one by volume spray foam system. The insulation is produced in the field by ■ 2015, 2012 and 2009 International Energy Conservation combining a polymeric isocyanate (A component) with a Code(IECC) polymeric resin blend (B component). The insulation ■ Other Codes (see Section 8.0) components have a shelf life of six months when stored at temperatures between 65°F(18°C)and 85°F(29°C)before Properties evaluated: installation. ■ Surface-burning characteristics The attributes of the insulation have been verified as ■ Physical properties conforming to the provisions of ICC 700-2008 Section 703.2.1.1.1(c) as an air impermeable insulation. Note that ■ Thermal resistance decisions on compliance for those areas rest with the user ■ Attic and crawl space applications of this report. The user is advised of the project-specific provisions that may be contingent upon meeting specific ■ Fire-resistance-rated construction conditions, and the verification of those conditions is ■ Exterior walls in Types I through IV construction outside the scope of this report. These codes or standards often provide supplemental information as guidance. ■ Air permeability 3.2 Surface-burning Characteristics: 1.2 Evaluation to the following green standard: Bayseal® OC, at a maximum thickness of 4 inches ■ 2008 ICC 700 National Green Building StandardTm (ICC (102 mm) and a nominal density of 0.5 pcf(8 kg/m3), and 700-2008) Bayseal® OCX, at a maximum thickness of 4 inches Attributes verified: (102 mm)and a nominal density of 0.6 pcf(10 kg/m3) have a flame spread index of less than 25 and a smoke- ■ See Section 3.1 developed index of less than 450 when tested in 2.0 USES accordance with ASTM E84/ UL 723. The thickness is not limited when the insulation is separated from the interior of The Bayseal® OC insulation is used as a nonstructural the building by a minimum '/2-inch-thick(12.7 mm)gypsum thermal insulating material in Type I, II, III, IV and V board or an equivalent thermal barrier complying with and construction (IBC) and dwellings under the IRC. See installed in accordance with the applicable code. ICC-ES L'valuation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject or the report or a recommendation for its use.There is no warranty b}ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to anv product covered by the report. Copyright 0 2016 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 6 ESR-1655 1 Most Widely Accepted and Trusted Page 2 of 6 3.3 Thermal Resistance(R-values): installed in accordance with the manufacturers published The insulation has thermal resistance (R-value), at a mean installation instructions and this report. A copy of the temperature of 75°F(24°C), as shown in Table 1. instructions must be available at all times on the jobsite 3.4 Air Permeability: during installation. Bayseale OC and Bayseal® OCX spray-applied foam The substrates to which the insulation is applied must be insulation, at a minimum thickness of 3.5 inches (89 mm), clean, dry and free of frost, ice, loose debris, or is considered air-impermeable insulation in accordance contaminates that will interfere with adhesion of the spray with 2015 and 2012 IRC Section R806.5 (2009 IRC foam insulation. Section R806.4) and 2015 IBC Section 1203.3 based on The insulation must be protected from the weather during testing in accordance with ASTM E283. and after application. The insulation must not be applied in 3.5 Bayseal®IC Coating: electrical boxes. Bayseal® IC intumescent coating is manufactured by The insulation is applied in passes having a maximum Covestro and is a water-based latex coating with a specific thickness of 6 inches (152 mm) per pass. Multiple passes gravity of 1.31. Bayseal IC is supplied in 5-gallon (19 L) are made to obtain the desired thickness, which is not to pails and 55-gallon (208 L) drums and has a shelf life of exceed 12 inches(305 mm)for wall cavities and 16 inches 12 months when stored in a factory-sealed container at (406 mm) for ceiling cavities. The insulation must not be temperatures between 50°F(10°C)and 100°F(380C). used in areas that have a maximum service temperature ® greater than 180°F (82°C). The foam plastic insulation 3.6 Paint to Protect DC315 Fireproof Paint: must not be used in electrical outlet or junction boxes or in Paint to Protect® DC 315 Fireproof Paint (ESR-3703) is contact with rain, water or soil. The substrate must be free manufactured by International Fireproof Technology, Inc., of moisture, frost or ice, loose scales, rust, oil and grease. and is a water-based coating supplied in 5-gallon (19 L) 4.2 Thermal Barrier: pails and 55-gallon (208 L) drums. The coating material has a shelf life of 24 months when stored in factory-sealed 4.2.1 Application with a Prescriptive Thermal Barrier: containers at temperatures between 50°F (10°C) and 90°F The Bayseal® OC and Bayseal® OCX insulations must be (32°C). separated from the interior of the building by an approved 3.7 TPR2 Fireshell® BMS-TC and TPR2 Fireshell® TB thermal barrier of 1/2-inch-thick (12.7 mm) gypsum Intumescent Coatings: wallboard or an equivalent 15-minute thermal barrier 2 ® 2 ® complying with and installed in accordance with the TPR Fireshell BMS-TC and TPR Fireshell TB applicable code.When the insulation is separated from the Intumescent Coatings are one-component, water-based interior of the building by an approved thermal barrier of polymer coatings. The coatings are supplied in 5-gallon '/2-inch-thick(12.7 mm)gypsum wallboard or an equivalent (19 L) pails and 55-gallon (208 L) drums and have a shelf thermal barrier, the thickness is not limited. Exception: life of one year when stored in a factory-sealed container within an attic or crawl space, installation must be in at temperatures of 50°F (10°C)or above. accordance with Section 4.3. 3.8 TPRZ Fireshell® BMS-IC and TPR2 Fireshell® IB4 4.2.2 Application without a Prescriptive Thermal Intumescent Coatings: Barrier: TPR2 Fireshell® BMS-IC and TPR2 Fireshell IB4 4.2.2.1 Application with Paint to Protect® DC-315 Intumescent Coatings are one- component, water-based intumescent Coating: The prescriptive 15-minute thermal polymer coatings. The coatings are supplied in 5-gallon barrier may be omitted when installation is in accordance (19 L) pails and 55-gallon (208 L) drums and have a shelf with this section. The insulation and coating may be spray- life of one year when stored in a factory-sealed container applied to the interior facing of walls, the underside of roof at temperatures of 50°F(10°C)or above. sheathing or roof rafters, and in crawl spaces, may be left 3.9 NO-BURN®Plus XD Intumescent Coating: exposed as an interior finish without a prescribed NO-BURN® Plus XD intumescent coating is a latex-based 15-minute thermal barrier or prescribed ignition barrier. coating manufactured by NO-BURN®, Inc. The coating is The Bayseal® OC insulation and coating may be spray- supplied in 1-gallon (4L) and 5-gallon (19 L) pails and applied to the interior facing of walls, the underside of roof 55-gallon (208 L) drums. The coating material has a shelf sheathing or roof rafters, and in crawl spaces, and may be life of 36 months when stored in factory-sealed containers left exposed as an interior finish without a prescribed at temperatures between 40°F(4.4°C)and 90°F (32.2°C). 15-minute thermal barrier or prescribed ignition barrier. 3.10 Flame Seal IB Coating: The thickness of the foam plastic applied to the underside of the roof sheathing must not exceed 111/2 inches (292 Flame Seal IB intumescent coating is a water-based latex mm). The thickness of the foam plastic applied to vertical coating manufactured by Flame Seal Products, Inc. The wall surfaces must not exceed 10 inches (254 mm). The coating is supplied in 1-gallon (4L)and 5-gallon (19 L)pails foam plastic must be covered on all surfaces with DC 315 and 55-gallon (208 L) drums. The coating material has a Fireproof Paint at a minimum wet film thickness of shelf life of 6 months when stored in factory-sealed 22 wet mils (0.56 mm) [14 dry mils (0.36 mm)], at a rate of containers at temperatures between 50°F (10°C) and 80°F 1.37 gallons (5.2L) per 100 square feet (9.2 m2). The (27.2°C). coating must be applied over the Bayseal®OC insulation in 3.11 Fire-resistance-rated Construction: accordance with the coating manufacturers instructions Bayseal® OC spray-applied foam insulation is recognized and this report. Surfaces to be coated must be dry, clean for use in a limited load-bearing, one-hour, fire-resistance- and free of dirt, loose debris and other substances that rated wall assembly when installed as described in Section could interfere with adhesion of the coating. The coating is 4.4. applied in one coat by airless spray equipment at ambient temperatures above 50°F (10°C) and relative humidity of 4.0 INSTALLATION less than 70 percent. 4.1 General: 4.2.2.2 Application with TPR2 Fireshell® BMS-TC or Bayseal' OC and Bayseal® OCX insulation must be TPR2 Fireshell TB Intumescent Coating: The code- ESR-1655 1 Most Widely Accepted and Trusted Page 3 of 6 prescribed 15-minute thermal barrier may be omitted when intumescent coating described in Section 3.4. The installation is in accordance with this section. The Bayseal®IC intumescent coating must be applied over the Bayseal® OC insulation and Fireshell® BMS-TC or Bayseal® OC insulation in accordance with the Fireshell® TB coating may be used in lieu of the code- manufacturer's instructions and this report. Surfaces to be prescribed 15-minute thermal barrier. The foam plastic coated must be dry, clean, and free of dirt, loose debris insulation thickness must not exceed 71/2 inches (191 mm) and any other substances that could interfere with in walls and 91/2 inches (241 mm) in ceilings, and the adhesion of the coating. The Bayseal® IC coating is insulation must be covered with 20 wet mils (0.5 mm) applied with a medium-size nap roller, soft brush or [12 dry mils (0.30 mm)] of Fireshell® BMS-TC or Fireshell conventional airless spray equipment at a rate of 0.5 gallon TB intumescent coating applied in a single coat at a (1.91L) per 100 square feet (9.2 m2). The coating must be minimum rate of 1.20 gallons (4.75L) per 100 square feet applied when ambient and substrate temperatures are (9.2 m2). Surfaces to be coated must be dry, clean and above 50°F(10°C)and requires a 24-hour curing time after free of dirt, loose debris and other substances that could application. Bayseal® OC insulation, as described in this interfere with adhesion of the coating. Fireshell® BMS-TC section, may be installed in unvented attics in accordance or Fireshell® TB coating is applied by airless spray with the 2012 IRC Section R806.5 (2009 IRC Section equipment, conventional spray, medium knap roller or R806.4). The attic or crawl space area must be separated brush at ambient temperatures between 62°F and 95°F from the interior of the building by an approved 15 minute (16°C and 35°C) and relative humidity of less than thermal barrier as described in Section 4.2.1. 60 percent. 4.3.2.2 Application with TPRZ Fireshell® BMS-IC 4.3 Ignition Barrier- Attics and Crawl Spaces: Intumescent Coating: In attics, Bayseal® OC insulation 4.3.1 Application with a Prescriptive Ignition Barrier: may be spray-applied to the underside of roof rafters, and When Bayseal® OC and Bayseal' OCX insulation is in crawl spaces, Bayseale OC insulation may be spray- installed within attics or crawl spaces where entry is made applied to the underside of floors as described in this only for service of utilities, an ignition barrier must be section. The thickness of the foam plastic applied to the installed in accordance with IBC Section 2603.4.1.6 and underside of the top space must not exceed 91/2 inches IRC Sections R316.5.3 and R316.5.4, as applicable. The (241 mm). The thickness of the foam plastic applied to ignition barrier must be consistent with the requirements vertical surfaces must not exceed 7 inches (178 mm). AIll for the type of construction required by the applicable foam plastic surfaces must be covered with the TPR code, and must be installed in a manner so that the foam Fireshell BMS-IC intumescent coating described in ® Section 3.7. The intumescent coating must be applied over plastic insulation is not exposed. Bayseal OC and ® the Bayseal OC insulation in accordance with the Bayseal OCX insulation, as described in this section, may manufacturer's instructions and this report. The foam be installed in unvented attics in accordance with IRC plastic insulation must be covered with 7 wet mils (0.2 mm) Section R806. The attic or crawl space area must be [4 dry mils (0.10 mm)] of TPRZ Fireshell® BMS-IC separated from the interior of the building by an approved intumescent coating applied in a single coat at a rate of 15-minute thermal barrier as described in Section 4.2.1. 0.83 gallon (1.10 L)per 100 square feet(9.2 m2). Surfaces 4.3.2 Application without a Prescriptive Ignition to be coated must be dry, clean and free of dirt, loose Barrier: Where the Bayseal® OC spray-applied insulation debris and other substances that could interfere with is installed in accordance with Sections 4.3.2.1, 4.3.2.2, adhesion of the coating. The coating is applied in one coat 4.3.2.3, 4.3.2.4 and 4.3.2.5 or Bayseal®OCX is installed in by airless spray equipment, conventional sprayer, medium accordance with Section 4.3.2.6 the following conditions knap roller or brush at ambient temperatures above 70°F apply: (21'C) and relative humidity of less than 60 percent, and a) Entry to the attic or crawl space is to service utilities, requires a 24-hour curing time. The attic or crawl space and no storage is permitted. area must be separated from the interior of the building by an approved 15-minute thermal barrier as described in b)There are no interconnected attic or crawl space areas. Section 4.2.1. c) Air in the attic or crawl space is not circulated to other 4.3.2.3 Application with TPRZ Fireshell° 164 parts of the building. Intumescent Coating: In attics, Bayseal® OC insulation d)Attic ventilation is provided when required by IBC may be spray-applied to the underside of roof rafters, and Section 1203.2 or IRC Section R806, except when in crawl spaces, Bayseal® OC insulation may be spray- air-impermeable insulation is permitted in unvented applied to the underside of floors as described in this attics in accordance with the 2012 IRC Section R806.5 section. The thickness of the foam plastic applied to the (2009 IRC Section R806.4). Under-floor (crawl space) underside of the top space must not exceed 91/2 inches ventilation is provided when required by IBC Section (241 mm). The thickness of the foam plastic applied to 1203.3 or IRC Section R408.1, as applicable. vertical surfaces must not exceed 71/2 inches(191 mm).All foam plastic surfaces must be covered with the TPRZ e)Combustion air is provide® in accordance with Fireshell® 164 intumescent coating described in Section International Mechanical Code Section 701. 3.7. The intumescent coating must be applied over the 4.3.2.1 Application with Bayseal° IC Intumescent Bayseal OC insulation in accordance with the Coating: In attics, Bayseal® OC insulation may be spray- manufacturer's instructions and this report. The foam applied to the underside of roof sheathing or roof rafters; plastic insulation must be covered with 5 wet mils and in crawl spaces, Bayseal® OC insulation may be (0.13 mm) [3.5 dry mils (0.09 mm)] of TPR 21 Fireshell® 164 spray-applied to the underside of floors as described in this intumescent coating applied in a single coat at a rate of section. The thickness of the foam plastic applied to the 0.31 gallon (1.17 L)per 100 square feet(9.2 m2). Surfaces underside of the top space must not exceed 16 inches to be coated must be dry, clean and free of dirt, loose (406 mm). The thickness of the foam plastic applied to debris and other substances that could interfere with vertical surfaces must not exceed 111/4 inches (286 mm). adhesion of the coating. The coating is applied in one coat All foam plastic surfaces must be covered with 7.5 wet mils by airless spray equipment, conventional sprayer, medium (0.2 mm) [4 dry mils (0.10 mm)] of the Bayseal® IC knap roller or brush at ambient temperatures above 70°F ESR-1655 1 Most Widely Accepted and Trusted Page 4 of 6 (211C) and relative humidity of less than 60 percent, and plastic applied to vertical surfaces must not exceed requires a 24-hour curing time. The attic or crawl space 12 inches (305 mm). Bayseal® OCX insulation, as area must be separated from the interior of the building by described in this section, may be installed in unvented an approved 15-minute thermal barrier as described in attics in accordance with the 2012 IRC Section R806.5 Section 4.2.1. (2009 IRC Section R806.4). The attic or crawl space area 4.3.2.4 Application with NO-BURN® Plus XD must be separated from the interior of the building by an Intumescent Coating: In attics, Bayseal® OC insulation approved 15 minute thermal barrier as described in may be spray-applied to the underside of roof sheathing or Section 4.2.1. When Bayseal is installed in roof rafters; and in crawl spaces, the Bayseal® OC accordance with this section, thee ignition barrier in insulation may be spray-applied to the underside of floors accordance with IBC Section 2603.4 and IRC Section as described in this section. The thickness of the foam R316.5.3 may be omitted. plastic applied to the underside of the top space must not 4.3.2.7 Use on Attic Floors: Bayseal®OC insulation may exceed 16 inches (406 mm). The thickness of the foam be installed at a maximum thickness of 111/4 inches plastic applied to vertical surfaces must not exceed (286 mm)between joists in attic floors.The insulation must 11'/4 inches (286 mm). All foam plastic surfaces must be be covered on all exposed surfaces with Bayseal® IC covered with 6 wet mils (0.15 mm) [4 dry mils (0.10 mm)] intumescent coating as described in Section 4.3.2.1. The of the NO-BURN Plus XD intumescent coating described in Bayseal®OC insulation must be separated from the interior Section 3.8. The intumescent coating must be applied over of the building by an approved thermal barrier. The ignition the Bayseal® OC insulation in accordance with the barrier in accordance with IBC Section 2603.4.1.6 and IRC manufacturer's instructions and this report. Surfaces to be Section R316.5.3 may be omitted. coated must be dry, clean, and free of dirt, loose debris Bayseal®OCX insulation may be installed at a maximum and any other substances that could interfere with thickness of 12 inches (305 mm) between and over joists adhesion of the coating. The coating is applied with a in attic floors without a code prescribed ignition barrier or medium-size nap roller, soft brush or conventional airless intumescent coating. The Bayseal® OCX insulation must spray equipment at ambient and substrate temperatures be separated from the interior of the building by an above 50°F(10°C)and requires a 24-hour curing time after approved thermal barrier. The ignition barrier in application. Bayseal OC insulation, as described in this accordance with IBC Section 2603.4.1.6 and IRC Section section, may be installed in unvented attics in accordance R316.5.3 may be omitted. with the 2012 IRC Section R806.5 (2009 IRC Section R806.4). The attic or crawl space area must be separated 4.4 One-hour Fire-resistance-rated Wall Assembly from the interior of the building by an approved 15 minute (Limited Load-bearing)(Bayseal®OC only): thermal barrier as described in Section 4.2.1. 4.4.1 Initial Face: One layer of 5/8-inch-thick (15.9 mm) 4.3.2.5 Application with Flame Seal IB Intumescent Type X gypsum wallboard must be applied parallel to the Coating: In attics, Bayseal® OC insulation may be spray- interior face of 2-by-6 wood studs spaced a maximum of applied to the underside of roof sheathing or roof rafters, 16 inches (406 mm) on center. The gypsum boards must and in crawl spaces, Bayseal® OC insulation may be be attached using Type S, 15/8-inch-long (41 mm) screws spray-applied to the underside of floors as described in this spaced 8 inches (203 mm) on center. All exposed section. The thickness of the foam plastic applied to the wallboard joints must be taped with joint tape, and underside of the top space must not exceed 16 inches compound and screw heads must be covered with joint (406 mm). The thickness of the foam plastic applied to compound in accordance with ASTM C840 or GA216.The vertical surfaces must not exceed 12 inches (305 mm). All interior cavity is filled with Bayseal OC spray-applied foam foam plastic surfaces must be covered with 7.5 wet mils insulation. (0.2 mm) [4 dry mils (0.10 mm)] of the Flame Seal IB Opposite Face: One layer of 5/8-inch-thick (15.9 mm) intumescent coating described in Section 3.9. The Flame Type X gypsum wallboard must be applied in the same SealT" IB intumescent coating must be applied over the manner as for the initial face. The horizontal joints in the Bayseal OC insulation in accordance with the gypsum wallboard on the opposite face must be staggered manufacturer's instructions and this report. Surfaces to be a minimum of 8 inches (203 mm)from the horizontal joints coated must be dry, clean, and free of dirt, loose debris in the wallboard on the initial face. If the intention is for use and any other substances that could interfere with as an exterior wall, code-complying sheathing and a code- adhesion of the coating. The Flame Seal IB coating is complying exterior wall covering must be installed in applied with a medium-size nap roller, soft brush or accordance with the applicable code. conventional airless spray equipment at a rate of 0.5 gallon (1.9L) per 100 square feet (9.2 m2). The coating must be 4.4.2 Axial Load Design: Axial loads applied to the wall applied when ambient and substrate temperatures are assembly must be limited to the lesser of the following: above 50'F(10°C)and requires a 24-hour curing time after 1. 2,756 pounds(122 642 N)per stud. application. Bayseal® OC insulation, as described in this section, may be installed in unvented attics in accordance 2. A maximum of 51 percent of the load calculated in with the 2012 IRC Section R806.5 (2009 IRC Section accordance with Sections 3.6 and 3.7 of the R806.4). The attic or crawl space area must be separated ANSI/AF&PA NDS. from the interior of the building by an approved 15 minute 4.5 Exterior Walls in Types I, ll, Ill and IV Construction thermal barrier as described in Section 4.2.1. (Bayseal®OC only): 4.3.2.6 Application without ignition barrier or When used on exterior walls of Type I, ll, III and IV intumescent coating: In attics, Bayseal®OCX insulation construction, must comply with Section 2603.5 of the IBC may be spray-applied to the underside of roof sheathing or and this section (Section 4.5), and the Bayseal® OC roof rafters; and in crawl spaces, the Bayseal® OCX insulation must be installed at a maximum thickness of insulation may be spray-applied to the underside of floors 35/a inches (92 mm) See Table 2 for a description. The as described in this section. The thickness of the foam potential heat of the Bayseal® OC spray-applied plastic applied to the underside of the top space must not polyurethane insulation is 488 Btu/ft' (5.5 MJ/m') per inch exceed 16 inches (406 mm). The thickness of the foam of thickness. ESR-1655 I Most Widely Accepted and Trusted Page 5 of 6 5.0 CONDITIONS OF USE 6.5 Report of potential heat of foam plastic testing in The Bayseal®OC and Bayseal®OCX insulation described accordance with NFPA 259. in this report complies with, or is a suitable alternative to 6.6 Report of fire propagation characteristics testing in what is specified in, those codes listed in Section 1.0 of accordance with NFPA 285. this report, subject to the following conditions: 7.0 IDENTIFICATION 5.1 This evaluation report and the manufacturer's Components for Bayseal® OC and Bayseal® OCX published installation instructions, when required by insulation are identified with the manufacturer's name the code official, must be submitted at the time of (Covestro, LLC), address and telephone number; the permit application. product trade name (Bayseal® OC or Bayseal® OCX); 5.2 Bayseal®OC insulation, Bayseal®OCX and Bayseal® product type (A or B component); use instructions; the IC intumescent coating must be installed in density; the flame-spread and smoke-developed indices; accordance with the manufacturer's published and the evaluation report number(ESR 1655). installation instructions, this report and the applicable Intumescent coatings are identified with the code. manufacturer's name and address, the product name and The instructions within this report govern if there are use instructions. any conflicts between the manufacturer's published installation instructions and this report. 8.0 OTHER CODES 5.3 Bayseal® OC and Bayseal® OCX insulation must be In addition to the codes reference in Section 1.0, the separated from the interior of the building by an products described in this report were evaluated for approved 15-minute thermal barrier, as described in compliance with the requirements of the following codes: Section 4.2.1, except as noted in Section 4.2.2. ■ 2006 International Building Code°(2006 IBC) 5.4 Bayseal® OC and Bayseal OCX® insulation must be ■ 2006 International Residential Code°(2006 IRC) protected from the weather during and after application. ■ 2006 International Energy Conservation Code (2006 5.5 Bayseal® OC and Bayseal® OCX insulation must be IECC) applied by installers accredited by Covestro, LLC. The products comply with the above-mentioned codes as 5.6 When use is on buildings of Types I, II, III and IV described in Sections 2.0 through 7.0 of this report, except construction, installation is limited to Bayseal® OC as noted below: only and must be as described in Section 4.5 and ■ Application with a Prescriptive Thermal Barrier: see Table 2. Section 4.2.1, except the approved thermal barrier must 5.7 Use of Bayseal® OC and Bayseal®OCX insulation in be installed in accordance with Section R314.4 of the areas where the probability of termite infestation is 2006 IRC. "very heavy" must be in accordance with 2015 and ■ Application without a Prescriptive Thermal Barrier: 2009 IBC Section 2603.8 (2012 IBC Section 2603.9) See Section 4.2.2. or IRC Section R318.4, as applicable. ■ Application with a Prescriptive Ignition Barrier: See 5.8 Jobsite certification and labeling of the insulation must Section 4.3.1 except attics must be vented in comply with 2015 IRC Section N1101.10.1 (2012 IRC accordance with Section 1203.2 of the IBC or Section Section N1101.12.1 or 2009 IRC Section N1101.4) R806 of the IRC, and crawl space ventilation must be in and 2015 and 2012 IECC Section C303.1.1, R303.1.1 accordance with IBC Section 1203.3 or IRC Section (2009 IECC Section 303.1.1), as applicable. R408, as applicable. 5.9 In exterior wall applications, a vapor retarder may be ■ Application without a Prescriptive Ignition Barrier: required by the code official in accordance with IBC See Section 4.3.2, except attics must be vented in Section 1405.3 or 2012 IRC Section R702.7 (2009 accordance with Section 1203.2 of the IBC or Section IRC Section R601.3), as applicable. R806 of the IRC, and crawl space ventilation must be in 5.10 Bayseal® OC and Bayseal® OCX insulation is accordance with IBC Section 1203.3 or IRC Section produced in Spring, Texas, under a quality-control R408, as applicable. program with inspections by ICC-ES. ■ Protection Against Termites: See Section 5.7, except 6.0 EVIDENCE SUBMITTED use of the insulation in areas where the probability of termite infestation is "very heavy" must be in 6.1 Data in accordance with the ICC-ES Acceptance accordance with Section R320.5 of the 2006 IRC. Criteria for Spray-applied Foam Plastic Insulation ■ Jobsite Certification and Labeling: See Section 5.8, (AC377), dated May 2015, including reports of tests in except jobsite certification and labeling must comply accordance with Appendix X of AC377. with Sections 102.1.1 and 102.1.1.q, as applicable, of 6.2 Reports of room corner tests in accordance with the 2006 IECC. NFPA 286. 6.3 Report of air leakage testing in accordance with ASTM E283. 6.4 Report of testing in accordance with ASTM E119. J ESR-1655 1 Most Widely Accepted and Trusted Page 6 of 6 TABLE 1—THERMAL RESISTANCE(R-VALUES) Bayseal®OC Bayseal OCX THICKNESS(inches) R-VALUE(°F.ft'.h/Btu) R-VALUE ff.ft'.h/Btu) 1 3.7 3.9 2 7.4 7.4 3 11 11 3.5 13 13 4 15 14 5 18 18 5.5 20 20 6 22 22 7 25 25 7.75 27 27 8 28 28 9 32 32 10 35 35 11 39 39 12 42 42 13 46 46 14 50 50 15 53 53 16 56 56 For SI: 1 inch=25.4 mm; 1'F ft2 h/Btu=0.176 110 k.m'AN. 'Calculated R-values are based on tested K-values at 1-and 3.5-inch thicknesses. 'R-values greater than 10 are rounded to the nearest whole number. TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES IN TYPES I,II,III AND IV CONSTRUCTION WALL COMPONENT MATERIALS 1–Concrete wall 2–Concrete masonry wall Base Wall System– 3–1 layer 5/ainch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on interior, Use either 1,2 or 3 installed over steel studs,minimum 35/8-inch deep,No.20 gage,C-shaped,spaced a maximum of 24 inches on center.Gypsum wallboard must be attached with No.6, 04-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard.Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Floorline Firestopping 4 pcf mineral wool in each stud cavity at each floor line attached with Z-clips 1–None Cavity Insulation– 2–Full cavity depth or less of Bayseal®OC insulation applied using exterior sheathing as substrate Use either 1 or 2 or 3 and covering the width of the cavity and inside the stud flange 3-Fiberglass batt insulation(faced or unfaced) Exterior Sheathing–Only for Base Wall System No.3 1–5/2-inch-thick,exterior type gypsum sheathing Use either 1 or 2 2– /8-inch-thick,exterior type gypsum sheathing 1–Brick-standard nominal 4-inch-thick clay brick -Brick veneer anchors–standard types installed a maximum of 24 inches OC vertically on each stud Exterior Wall covering– -Maximum 2 inch air gap between exterior insulation and brick Use either 1 or 2 2–Stucco-minimum'/,-inch-thick,exterior cement plaster and lath.A secondary water-resistive barrier may be installed between the exterior insulation and the lath.The secondary water-resistive barrier must not be full-coverage asphalt or butyl-based self-adhered membranes. For SI: 1 inch=25.5 mm; 1 pcf=16.018 kg/m'. OFFICE COPY ESICC Most Widely Accepted and Trusted EVALUATION EvaluationSERVICE RESEARCH LABS Report ES ' • 1 699-0543 1 www.icc-es-org Reissued 03/2018 This report is subject to renewal 020 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 16 00- SHEATHING DIVISION: 07 00 00-THERMAL AND MOISTURE PROTECTION SECTION: 07 46 46- FIBER-CEMENT SIDING REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 EVALUATION SUBJECT: HARDIESHINGLE TM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLE TM (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES ICC IN IN C PMG CC"— / T S ED Look for the trusted marks of Conformity! q "2014 Recipient of Prestigious Western States Seismic Policy Council 1man 1 (WSSPQAward in Excellence" A Subsidiary of CODECOUNCC11' ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not g"C"" specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as '5 11EC 1706E to any finding or other matter in this report, or as to any product covered by the report. F,od� Cart,6-1b^B., J w :N zl000 Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. ESEVALUATIMSERKE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2290 Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND 2.0 USES COMPOSITES James Hardie fiber-cement panels, plank lap siding, and Section: 06 16 00—Sheathing cladding shingles are used as exterior wall covering. The DIVISION: 07 00 00—THERMAL AND MOISTURE products comply with IBC Sections 1404.10 and IRC PROTECTION Section R703.10. The products may be used on exterior Section: 07 46 46—Fiber-Cement Siding walls required to be of Type I, II, III or IV construction (IBC). REPORT HOLDER: 3.0 DESCRIPTION JAMES HARDIE BUILDING PRODUCTS, INC. 3.1 General: 10901 ELM AVENUE The exterior sidings are single-faced, cellulose fiber– FONTANA, CALIFORNIA 92337 reinforced cement (fiber-cement) products. Exterior (800)942-7343 sidings are identified as HardieShingle TM (New www.oameshardie.com HardieShingle panels,panels, HardiePlankTM (Cemplank®, infoaiameshardie.com Preva ilTM, and RFC®) lap siding, Artisan° Lap Siding, and EVALUATION SUBJECT: HardieShingle TM (New HardieShingle®) individual shingles. The products comply with ASTM C1186, as Grade ll, HARDIESHINGLE T- (NEW HARDIESHINGLE®)PANELS, Type A; have a flame-spread index of 0 and a smoke- HARDIEPLANKTm LAP SIDING,ARTISAN®LAP SIDING, developed index of 5 when tested in accordance with AND HARDIESHINGLE T- (NEW HARDIESHINGLE°) ASTM E84; and are classified as noncombustible when INDIVIDUAL SHINGLES tested in accordance with ASTM E136. Thermal conductance(K)and resistance(R)values for the products 1.0 EVALUATION SCOPE are as shown in Table 2 of this report, based on testing in accordance with ASTM C177. 1.1 Compliance with the following codes: The attributes of the fiber-cement sidings have been ■ 2015, 2012, 2009 and 2006 International Building verified as conforming to the provisions of(i) ICC 700-2012 Code®(IBC) Sections 602.1.6 and 11.602.1.6 for termite-resistant ■ 2015, 2012, 2009 and 2006 International Residential materials; and (ii) ICC 700-2008 Section 602.8 for Code(IRC) termite-resistant materials. Note that decisions on compliance for those areas rest with the user of this report. ■ 2013 Abu Dhabi International Building Code(ADIBC)' The user is advised of the project-specific provisions that ?The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced may be contingent upon meeting specific conditions, and in this report are the same sections in the ADIBC the verification of those Conditions is outside the scope of this report. These codes or standards often provide Properties evaluated: supplemental information as guidance. ■ Weather protection 3.2 Siding: ■ Structural HardieShingle TM (New HardieShingle) panels, ■ Types I, II, III, and IV(noncombustible)construction HardiePlankTM (Cemplank°, Preva ilTM, and RFC a) lap siding, Artisan® Lap Siding, and HardieShingle TM (New ■ Fire-resistance-rated construction HardieShingle°) individual shingles are supplied either ■ Thermal resistance unprimed or primed for subsequent application of a compatible primer and/or exterior-grade top coat. Nominal 1.2 Evaluation to the following green standards: product dimensions are noted in Table 1. 2015, 2012 and 2008 ICC 700 National Green Building The products are available in a variety of finish textures. Standard TM (ICC 700-2012 and ICC 700-2008) HardieShingle TM panels are offered in three configurations: Attributes verified: half-round, staggered-edge, and square-edge. New HardieShingle individual shingles are offered in two See Section 3.1 configurations: staggered-edge and square-edge. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no rarranry b}'ICC F.va/uation Sen>ice,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. � c1 Copyright m 2018 ICC Evaluation Service,LLC. All rights reserved. Pagel of 27 ESR-2290 1 Most Widely Accepted and Trusted Page 2 of 27 3.3 Fasteners: Vertical joints between planks must be lightly butted or Fastener type, size, spacing and installation method must gapped and must be protected by one of the following be as shown in the tables of this report. Fasteners must be methods: (a) sealed with caulking in accordance with the made from corrosion-resistant steel. caulk manufacturer's published gapping requirements and 4.0 DESIGN AND INSTALLATION caulking application instructions, or (b) covered with an H-section joint cover, or (c) located over a strip of 4.1 Design: non-perforated flashing complying with ASTM D226,Type I Walls: The maximum basic wind speeds for positive or felt, or other approved flashing. Trim and corners must be negative transverse load resistance of HardieShingleTM installed and the siding must be finished in accordance (New HardieShingle°) panels, HardiePlankT11 (Cemplank°, with the manufacturer's application instructions. A /8-inch Preva ilTA9, and RFC°) lap siding, Artisan® Lap Siding, and (3.2 mm) gap must be left at locations where the siding HardieShingleTM (New HardieShingle°) individual shingles butts against door and window trim and at internal or are presented in Tables 3 through 13. external corners, such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints 4.2 Installation: must be flashed with Z-flashing and occur over solid 4.2.1 General: Installation must comply with this report, blocking or wood structural panel sheathing. and a copy of this report must be available at all times on 4.2.4 Artisan® Lap Siding: When installation is on wood the jobsite during installation. All products may be cut to or metal framing members, with or without wood structural shape on-site by the score-and-snap method using a panel sheathing, the lap siding must be fastened through score-and-snap knife, a hand guillotine or a handsaw the top edge of single planks (blind nailed) in accordance utilizing a carbide blade. A clear distance of 6 inches with the provisions of Table 4 of this report. A water- (152 mm) must be maintained between the siding and the resistive barrier must be applied over wood or metal earth. Unless otherwise noted in this report, the products framing or wood structural panel sheathing in accordance must be installed in accordance with 2015 and 2012 IBC with the applicable code. Lap siding installed over walls Section 1405.16; 2015 and 2012 IRC Section R703.10; constructed of concrete masonry units complying with 2009 IBC Sections 1405.16, ; 2009 IRC Section R703.10, ASTM C90 must be applied in accordance with Tables 5 2006 IBC Sections 1405.15 and 1405.16; or 2006 IRC through 10. The lap siding requires the use of a starter Section R703.10, as applicable. strip to set the first course on the proper angle and to 4.2.2 HardieShingleTM (New HardieShingle°) Panels: create a drip edge. When installation is on wood or metal framing members, with or without wood structural panel sheathing, a Vertical joints must be made off-stud by means of the water-resistive barrier must be applied over the wood or tongue and groove joint. Tongue and groove joints may be located centrally between studs but d. closer than 4 inches metal framing members or wood structural panel sheathing mm) from the edge of a stud. in accordance with the applicable code. The panels must lac Nails must not be p be fastened in accordance with the provisions of Table 4 of placed within 2 inches (51 mm) of the tongue and groove this report. at the end of the planks. Vertical joints must be staggered 1 on subsequent courses. The plank must then be fastened A /8-inch (3.2 mm) gap must be left at locations where to the framing with corrosion-resistant fasteners. the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in Vertical joints between planks must be lightly butted and accordance with the applicable code, then caulked. must be located over a strip of non-perforated flashing Vertical joints must occur over framing members and must complying with ASTM D226, Type I felt, or other approved be sealed with caulking or covered with battens. Horizontal flashing. Trim and corners must be installed and the siding joints must be flashed with metal Z-flashing and occur over must be finished in accordance with the manufacturer's solid blocking or wood structural panel sheathing. application instructions. A /8-inch (3.2 mm) gap must be TIM and RFC°) left at the locations where the siding butts against door and 4.2.3 HardiePlankT^' (Cemplank°, Prevail window trim and at internal or external corners; such gaps Lap Siding: When installation is on wood or metal framing must be flashed in accordance with the applicable code, members, with or without wood structural panel sheathing, then caulked. Horizontal joints must be flashed with the lap siding must be fastened either through the Z-flashing and must occur over solid blocking or wood overlapping planks (face nailed) or through the top edge of structural panel sheathing. single planks (blind nailed) in accordance with the provisions of Table 4 of this report. A water-resistive barrier 4.2.5 HardieShingleTM (New HardieShingle) must be applied over wood or metal framing members or Individual Shingles: When installed on wood structural wood structural panel sheathing in accordance with the panel sheathing, the cladding shingles are fastened in applicable code. Lap siding installed over walls constructed accordance with the provisions of either Table 11, 12, or of concrete masonry units complying with ASTM C90 must 13 of this report. A water-resistive barrier in accordance be applied in accordance with Tables 5 through 10. The with the applicable code must be applied over the lap siding requires the use of a starter strip to set the first wood-based sheathing substrate to which the shingles are course on the proper angle and to create a drip edge. attached. Vertical joints must occur over studs, except where the The individual shingles require the use of a starter strip "off-stud splice device" is installed or where the planks to set the first course on the proper angle and to create a are installed to wood structural panel sheathing complying drip edge. The nominally 11/4-inch-wide-by-1/4-inch-thick with the applicable code, and must be staggered on starter strip and a minimum 81/4-inch-wide (210 mm) subsequent courses. Where the "off-stud splice device" is HardiePlankTM (Cemplank°, Preva ilTM, and RFC°) lap installed, the splice device's bottom lip must be placed siding starter course are installed over the water-resistive over the adjacent solid course of planks. The plank must barrier with the bottom of the starter strip and starter then be fastened to the framing with corrosion-resistant course even with the bottom of the bottom plate. Shingles fasteners. The abutting plank must be positioned and are spaced a maximum of 1/4 inch (6.4 mm) apart, leaving fastened into place ensuring that the lower edges of the a minimum side lap of 1112 inches (38 mm) between the two planks align. The metal device must be located joints of successive courses. Fasteners must be spaced a centrally over the vertical joint. minimum of 3/4 inch (19 mm) and a maximum of 1 inch } ESR-2290 1 Most Widely Accepted and Trusted Page 3 of 27 (25.4 mm) from shingle ed P, and must be positioned to 5.0 CONDITIONS OF USE be covered a nominal 1 /4 inches by the succeeding The HardieShingle T"' (New HardieShingle) panels, shingle course; for 12-inch-wide (305 mm) shingles, the HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap third nail (see Table 14) must be installed mid-span of the siding, Artisan' Lap Siding, and HardieShingle T° (New shingle. Nails must secure shingles but must not be HardieShingle) individual shingles described in this report over-driven. Trim and corners must be installed and the comply with, or are suitable alternatives to what is shingles must be finished in accordance with the specified it those codes listed in Section 1.0 of this report, manufacturer's application instructions. A'/8-inch (3.2 mm) gap must be left at locations where the shingle butts subject to the following conditions: against door and window trim and at internal or external 5.1 James Hardie Building Products, Inc, products listed corners, such gaps must be flashed in accordance with the in this report must be installed in accordance with this applicable code, then caulked. Horizontal joints must be report and the manufacturer's published installation flashed with Z-flashing. instructions. In the event of a conflict between this 4.3 Fire-resistance-rated Wall Assembly (HardiePlankTM report and the manufacturer's instructions, this report Lap Siding): governs. 5.2 HardieShingle TI (New HardieShingle`) panels, The asymmetrical, load-bearing, one-hour fire-resistance- HardiePlankT"' Cemplank®, PrevailTM, and RFC®) lap rated wall assembly must consist of nominally 2-by-4 wood siding, Artisan Lap Siding, and HardieShingle TM studs spaced a maximum of 24 inches (610 mm) on (New HardieShingle) individual shingles must be center, with two top plates and a single bottom plate. One installed on exterior walls braced in accordance the layer of /8-inch-thick (15.9), Type X, gypsum wallboard applicable code. complying with ASTM C36 or ASTM C1396, 48 inches (1219 mm) wide, must be applied vertically to the interior 5.3 Design wind speeds applied to James Hardie®sidings face of the studs and secured with minimum 13/4-inch-long described in this report must be determined in (44 mm) cup-head gypsum wallboard nails, spaced accordance with the applicable code and must be less 7 inches (178 mm) on center at board edges and than those shown in the wind speed tables in this intermediate framing members. All board joints must be report. backed by framing. The 5/8-inch-thick (15.9 mm), Type X, 5.4 The sidings must be installed over a code-complying gypsum wallboard joints and nail heads must be finished in water-resistive barrier and as noted in this report. accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer Of 5.5 For use in fire-resistance-rated construction, (12.7 mm), Type X, water-resistant core treated gypsum installation must be in accordance with Section 4.3. sheathing complying with ASTM C36 or ASTM C1396 5.6 Flashing must be installed at all penetrations and and one layer of maximum 12-inch-wide (305 mm) terminations in accordance with the applicable code. HardiePlank"I (Cemplank®, PrevailT", and RFC®) lap 57 Under the 2015 or 2012 IBC, Section 1403.5 siding lapped a minimum of 1 . , s obuildings Section /4 inches (32 mm). The installation on exterior walls bildiType I, 5 /2-inch-thick (12.7 mm), Type X, water-resistant core- 9 yp , treated gypsum sheathing must be applied vertically to the III, and IV construction is limited to buildings that are exterior side of the framing members with vertical edges not greater than 40 feet in height above grade plane staggered 24 inches (610 mm) from the joints on the and that feature a combustible water-resistive barrier. opposite side. All board joints must be backed by framing. 5.8 The products are manufactured at the following The 1/2-inch-thick (12.7 mm), Type X, water-resistant locations,with quality control inspections by ICC-ES: core-treated gypsum sheathing must be fastened to the Cleburne, Texas framing members with 13/4-inch-long (44 mm) roofing nails spaced 7 inches (178 mm) on center in the field and 4 . Peru, Illinois inches (102 mm) on center along the perimeter of each Plant City, Florida board. The outer layer of 5/i6-inch-thick(7.5 mm), minimum 12-inch-wide (305 mm) HardiePlankT"' (Cemplank®, . Pulaski,Virginia PrevailTM, and RFC®) lap siding must be applied over Sparks, Nevada the 1/2-inch-thick (12.7 mm), Type X, water-resistant core-treated gypsum sheathing by attaching 11/2-inch-wide . Tacoma. Washington (38 mm) HardiePlankT"I(Cemplank®, Preva ilTM, and RFC®) starter strips through the gypsum sheathing into the • Waxahachie,Texas bottom plate and 12-inch-wide (305mm) HardiePlankTM" . Fontana. California (Cemplank®, Prevail TM, and RFC®) lap siding applied Summerville, South Carolina horizontally with a minimum nominally 04-inch head lap, and fastening with a single 6d corrosion-resistant common 6.0 EVIDENCE SUBMITTED nail driven through the lapped planks into each stud. Data in accordance with the ICC-ES Acceptance Criteria The axial load must be the lesser of the following, for Fiber Cement Siding Used as Exterior Wall Siding provided structural consideration for axial, flexural and (AC90), dated June 2012 (editorially revised September bearing perpendicular-to-grain stresses is in accordance 2015). with ANSI/AWC NDS-2015 for the 2015 IBC and IRC; 7.0 IDENTIFICATION ANSI/AF&PA NDS-2010 for the 2012 IBC or IRC (-2005 for the 2009 and 2006 IBC or IRC): Pallets of the JamesHardiee Building Products, Inc., 1. Maximum 100 percent of full allowable axial HardieShingle�TM (New® HardieSShingle) panels, compressive design load permitted for the wood Hding, la (Cemplank Prevail and RFC ) lap siding, Artisans Lap Siding, and HardieShingle TM (New species. HardieShingle®) individual shingles must carry a label 2. Maximum allowable wood axial stress of 0.78 F',, which bearing the manufacturer's name and telephone number, must not exceed 0.78 Fc at a slenderness ratio 1Wd the product name, the name of the inspection agency, of 33. ICC-ES, and the evaluation report number(ESR-2290). ESR-2290 1 Most Widely Accepted and Trusted Page 4 of 27 TABLE 1-STANDARD NOMINAL PANEL,PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH (INCHES) LENGTH THICKNESSES !,INCHES) HardiePlank®lap siding 4,5'/�,6,6'/4,7'/4,7%,8, 12,14 feet 5/16 8/4,9/4,9/2&12 Artisan lap siding, .51/4,71/4,81/4 12,14 feet 5/8 Cemplank®lap siding 51/4,6�6'14�7'l4,7'/2,8, 12,14 feet 5/16 8/4,9/2&12 Prevail TM lap siding 04,6,6'/4,7'/4,71/2,8, 12,14 feet 5/16 8/4,9/2&12 RFC®lap siding 6'/4,7'/2,81/4,91/2&12 12,14 feet 5/16 New HardieShingle 5-inch exposure , (square&staggered edge) 48 14 inches /4 New HardieShingle 7-inch exposure , (square&staggered edge) 48 151/4,157/8 inches /4 HardieShingle TM panel 1 (square&staggered edge) 48 16 inches /4 Hard ieShingle'rm panel 48 16,19 inches '/4 (half round) New HardieShingle individual , ' shingles 5-inch exposure 3112,4/2,51/2,7,8/4 14 inches , New HardieShingle®individual 4'/,6,51/2,6'4,71/4,10, 151/4 inches shingles 7-inch exposure HardieShingleTM individual shingles 6,8,&12 18 inches For SI:1 inch=25.4 mm,1 ft=305 mm. TABLE 2-"K"and"R"VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUALTHERMAL ACTUALTHERMAL THICKNESS' CONDUCTANCE' RESISTANCE' CONDUCTANCE' RESISTANCE' (INCH) KErr=(BTU/HR-FT'-°F)/INCH R=1/KEFF (KEFF) (R) '/4 1.95 0.51 7.80 0.13 5/16 2.07 0.48 6.62 0.15 For SI:1 inch=25.4 mm,1 Btu/h-ft?°F=5.678 W/m'-K. 'Based on 1 inch of panel thickness. 'Actual value for panel thickness shown. ESR-2290 ! Most Widely Accepted and Trusted Page 5 of 27 TABLE 3—MAXIMUM BASIC WIND SPEED(3-second gust)(mph) 2012 IRC.2009 2015 IBC/IRC and IBC/IRC.2006 2012 IBC IBC/IRC (Ultimate Design (Basic Wind Wind Seed, Speed,V,sd"b,v) VW, e) EXPOSURE EXPOSURE FASTENER STUD BLDG. CATEGORY CATEGORY THICK FASTENER FRAME PRODUCT (IN) TYPE SPACING TYPE' SPACING HEIGHT (IN.) (IN.) (FT.) B C D B C D Attached 0-15 126 85 163 110 hank HardieShingleT sto 1/16" shank 7116"WSP (New '0.187"HD wood attached to 20 121 85 156 110 HardieShingle®) /° , 13.75 structural Panel(straight or half r 1/2 long panel framing per 40 105 85 - 136 110 - round installation) nn nk na lasheathing ode 60 95 - 123 only - 0-15 105 85 136 110 0.083" Attached 1 " - to /,6 HardieShingleT'"(New shank 7/16"WSP HardieShingle® wood) , "0.187"HD 75 structural attached to 20 105 - 136 - /4 Panel(staggered x 1/2"long 13. panel framing per 40 95 - 123 installation) ring shank sheathing code nail only 60 85 - - 110 - Attached 0-15 158 143 130 204 185 168 0.090" to /,"" HardieShingleTM shank 7/16"WSP (New '0.215"HD wood attached to 20 158 139 127 204 179 164 HardieShingle®) /4 x 11/2"long 8 structural framing per Panel ring shank sheathl code 40 152 130 120 196 168 155 nail only 60 143 124 115 185 160 148 Attached 0-15 172 156 142 222 201 183 0.090" to /,6' , HardieShingleT shank 7/16"WSP wood 20 172 151 138 222 195 178 (New , '0.215"HD attached to HardieShingle®) /° x 11/2 long 6 structural framing per panel 40 165 141 130 213 182 168 Panel ring shank sheathing code nail only 60 156 135 126 201 174 163 Nominal 0-15 168 137 116 217 177 150 0.083" 2x4 or HardieShingleT" shank Min.No. 20 168 137 116 217 177 150 (New '0.187"HD at each 20 ga.x HardieShingle®) /4 x 11/2"long stud' 3.62"x 16 40 168 126 105 217 163 136 Panel ring shank 1.375" nai12 Metal 60 158 116 105 204 150 136 C-stud Nominal 0-15 147 105 85 190 136 110 0.083" 2x4 or HardieShingleT shank Min.No. 20 137 100 85 177 129 110 (New '0.187"HD at each 20 ga.x HardieShingle®) /0 x 11/2"long stud' 3.62"x 24 40 126 95 - 163 123 - Panel ring shank 1.375" nail2 Metal 60 116 89 - 150 115 C-stud For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph–0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members,fasteners must be ET&F Fastening Systems,Inc.ET&F Panelfase nail,ET&F No.AGS-100-0150,head diameter=0.313 in.,shank diameter=0.100 in.,length=1.5 in.Metal studs must be maximum Fy=33 ksi. 'For application to ASTM C90 concrete masonry unit wall,fasteners must be either ET&F Fastening Systems,Inc.ET&F block nail(ET&F No.ASM-1440125, head dia.=0.30 in.,shank dia.=0.14 in.,length=1.25 in.),Max System block nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in., length=1.3 in.),Aerosmith SurePin block nal(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter =0.30 in.,shank diameter=0.145 in.,length=1.25 in.)applied at the equivalent fastener or stud spacing. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kr=1,Kd=0.85,GCp.=0.18.,GCP=1.4. 5For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6V_d=nominal design wind speed. 'V""=ultimate design wind speed. "Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 92015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V-d=V,d,40.6 ESR-2290 Most Widely Accepted and Trusted Page 6 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)' 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 0 e 12 Wind Speed, Vasd ) V.1,10,11) PRODUCT EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT ' z 1 a SPACING HEIGHT THICK. WIDTH TYPEMETHOD TYPE (IN.) (FT.) B C D B C D Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 4 0.100".1.5" Face Nailed 3'62 16 x 0.25"HD 1'375 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 6 0.100"'1.511 Face Nailed 3'62 16 x 0.25"HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 1 217 217 190 ET&F pin 20 ga.x 20 168 168 137 217 217 177 HardiePlank s/16 6'/4 0.100""1.5" Face Nailed 3'62 16 x 0.25"HD 1'375 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 158 126 217 204 163 20 ga.x ET&F pin 20 168 147 126 217 190 163 ® s 71/4 or 3.62"" HardiePlank /16 , 0.100"'1.5" Face Nailed 16 71/2 x 0.25"HD 1.375" 40 168 137 121 217 177 156 Metal C-stud 60 168 126 116 217 163 150 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 126 217 190 163 HardiePlank® 5/16 8 0.100"'1.5" Face Nailed 3-62'' 16 x 0.25"HD 1.375" 40 168 137 116 217 177 150 Metal C-stud 60 168 126 105 217 163 136 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 116 217 190 150 HardiePlank® 5/16 81/4 0.100".1.5" Face Nailed 3'62 16 x 0.25"HD 1.375" 40 168 131 116 217 169 150 Metal C-stud 60 158 126 105 204 163 136 Min.No. 0-15 168 137 116 217 177 150 x ET&F pin 20 ga. 20 168 137 116 217 177 150 HardiePlank e s/16 9 0.100""/4 or 1.5" Face Nailed 3.62"" 16 9'/2 x 0.25"HD 1'375 40 158 126 105 204 163 136 Metal C-stud 60 147 116 105 190 150 136 Min.No. 0-15 145 131 119 187 169 154 ET&F pin 20 ga.x 20 145 127 116 187 164 150 HardiePlank® 5/16 12 0.100"'1.5" Face Nailed 3'62 1.3751. 16 x 0.25"HD Metal 40 139 119 110 179 154 142 C-stud 60 131 114 106 169 147 137 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/1 6 4 0.100"'1.511 Face Nailed 3.62'' 24 x 0.25"HD 1'375 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 6 0.100""1.5" Face Nailed 3.62 24 x 0.25"HD 1'375 40 154121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 ESR-2290 I Most Widely Accepted and Trusted Page 7 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vase3,9,12) Wind Speed, v,1110,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT . ,6 SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 126 110 207 163 142 HardiePlank 5/16 61/4 0.1001-1.511 Face Nailed 3'62 24 x 0.25"HD 1.375" 40 147 121 105 190 156 136 Metal C-stud 60 137 116 95 177 150 123 Min.No. 0-15 160 116 100 207 150 129 20 ga.x ET&F pin 20 158 116 95 204 150 123 ® s 7/4 or 3.62 HardiePlank /16 1 0.100"'1.5" Face Nailed 24 7112 x 0.25"HD 1'375 40 137 105 89 177 136 115 Metal C-stud 60 126 95 89 163 123 115 Min.No. 0-15 160 116 95 207 150 123 ET&F pin 20 ga.x 20 158 116 95 204 150 123 HardiePlank® 5/16 8 0.100"'1.5" Face Nailed 3'6224 x 0.25"HD 1.375" 40 137 105 89 177 136 115 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 158 116 95 204 1S0 123 ET&F pin 20 ga.x 20 158 105 95 204 136 123 HardiePlank 5/,6 81/4 0.100"'1.5" Face Nailed 3'62 24 x 0.25"HD 1.375" 40 137 100 85 177 129 110 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 147 105 85 190 136 110 20 ga.x ET&F pin 20 147 105 85 190 136 110 HardiePlank® 5/16 91/4 or 0.100".1.5" Face Nailed 3'62 24 9/2 x 0.25"HD 1'375 40 126 95 85 163 123 110 Metal C-stud 60 126 95 - 163 123 - Min.No. 0-15 106 96 87 137 124 112 ET&F pin 20 ga.x 20 106 93 85 137 120 110 HardiePlank 5/16 12 0.10011-1.511 Face Nailed 3.62"' 24 x 0.25"HD 1'375 40 102 87 - 132 112 - Metal C-stud 60 96 - - 124 - - 0-15 158 126 105 204 163 136 ET&F pin Min.No. 20 158 121 100 204 156 129 HardiePlank 5/16 4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 147 110 95 190 142 123 1.375" 60 137 105 95 177 136 123 0-15 158 126 105 204 163 136 ET&F pin Min.No. 20 158 121 100 204 156 129 HardiePlank" 5/16 6 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 147 110 95 190 142 123 1.375" 60 137 105 95 177 136 123 0-15 168 116 100 217 150 129 Min. ET&F pin .x 20 158 116 95 204 150 123 HardiePlank" 6/16 61/4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 1.375" 40 137 105 89 177 136 115 60 126 100 65 163 129 110 0-15 147 105 85 190 136 110 Min.No. ® s 7'/4 or ET&F pin 2D gax 20 137 100 85 177 129 110 HardiePlank /16 0.10011-1.511 .Blind Nailed 16 71/2 x 0.313"HD 3'62 40 121 89 - 156 115 1.375" 60 110 85 142 1 110 ESR-2290 Most Widely Accepted and Trusted Page 8 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, v,,,3,9''z 1 Wind Speed, vu, ll) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B I C D 0-15 137 95 85 177 123 110 ET&F pin Min.No. 20 126 95 - 163 123 - HardiePlane 5/16 8 0.100".1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 1 375" 40 116 85 150 110 . 60 105 85 136 110 0-15 137 95 177 123 ET&F pin Min.No. 20 126 95 163 123 HardiePlanke 5/16 81/4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 116 85 150 110 1.375" 60 105 - 136 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 Hardielolanke 5/16 4 0.10011'1.5" Blind Nailed 20 ga.x 24 1.375" x 0.313"HD 3'62 40 126 95 85 163 123 110 60 121 95 - 156 123 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank" 5/16 6 0.100"'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 147 105 85 190 136 110 ET&F pin Min.No. 20 137 100 85 177 129 110 HardiePlank® 5/16 61/4 0.100""1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3.62 40 126 95 - 163 123 - 1.375" 60 105 89 - 136 115 - 0-15 137 95 85 177 123 110 Min.No. 5 71/4 or ET&F pin 20 ga.x 20 126 95 163 123 HardiePlank /16 1 0.100"'1.5" Blind Nailed24 7/2 x 0.313"HD 3.62"1.375" 40 116 85 150 110 60 105 85 136 110 0-15 126 85 163 110 ET&F pin Min.No. 20 116 85 150 110 HardiePlank® 5/16 8 0.100""1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 100 - 129 - 1.375" 60 95 123 0-15 116 150 ET&F pin Min.No. 20 105 136 HardiePlank® 5/16 81/4 0.100".1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 95 123 1.375" 60 85 110 0-15 170 170 158 219 219 204 Face Nailed 20 170 169 154 219 218 199 HardiePlank® 5/16 5.25 6d common Through 2X4 16 plank overlap Food 40 170 157 145 219 203 187 60 170 151 140 219 194 180 0-15 170 155 141 219 200 182 Face Nailed 20 170 151 138 219 195 178 HardiePlank® 5/16 6.25 6d common Through 2X4 16 plank overlap Food 40 164 140 130 218 181 167 60 155 135 125 207 174 161 ESR-2290 Most Widely Accepted and Trusted Page 9 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V-d3,s.12) Wind Speed, V.10,11) PRODUCT EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT a 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 156 142 129 202 183 166 Face Nailed 2X4 20 156 138 126 202 178 162 HardiePlank" 5/,6 7.25 6d common Through 16 plank overlap wood 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 153 139 126 197 179 163 Face Nailed 20 153 135 123 197 174 159 HardiePlank" 5/16 7.5 6d common Through Wood 16 plank overlap 40 147 125 116 190 162 150 60 139 120 112 179 155 144 0-15 147 134 121 190 172 157 Face Nailed 20 147 130 118 190 168 153 HardiePlank" 5/1E 8 6d common Through Wood 16 plank overlap 40 141 121 111 182 156 144 60 134 116 108 172 150 139 0-15 145 131 119 187 1 169 154 Face Nailed 20 145 127 116 187 165 150 HardiePlank" 5/16 8.25 6d common Through wood 16 plank overlap 40 139 119 110 179 153 141 60 131 114 106 169 147 136 0-15 135 123 1 111 175 158 144 Face Nailed 20 135 119 109 175 154 141 HardiePlank® 5/16 9.25 6d common Through Wood 16 plank overlap 40 130 111 102 168 143 132 60 123 106 99 158 137 128 0-15 133 121 110 172 156 142 Face Nailed 20 133 117 107 172 152 138 HardiePlank 5/16 9.5 6d common Through wood 16 plank overlap 40 128 109 j 101 165 141 130 60 121 105 97 156 135 126 0-15 156 142 129 201 183 166 Face Nailed 20 156 138 126 201 178 162 HardiePlank" 5/16 5.25 6d common Through 2X4 24 24 o plank overlap 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 140 127 115 180 164 149 Face Nailed 20 140 123 112 180 159 145 HardiePlank" 5/16 6.25 6d common Through 2X4 24 plank overlap wood 40 134 115 106 173 148 137 60 127 110 102 164 142 132 0-15 127 116 105 165 149 136 Face Nailed 20 127 112 103 165 145 132 HardiePlank" 5/16 7.25 6d common Through Wood 24 plank overlap 40 122 105 97 158 135 125 60 116 100 93 149 130 120 0-15 125 113 103 161 146 133 Face Nailed 20 125 110 100 161 142 130 HardiePlank" 5/16 7.5 6d common Through wood 24 plank overlap 40 120 102 1 95 155 1 132 1 122 60 113 98 91 146 127 118 ESR-2290 Most Widely Accepted and Trusted Page 10 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and 2012 IBC IBC/IRC,2006 IBC/IRC (Ultimate Design (Basic Wind Speed, Va5e3,9,1Z) Wind Speed, V�i1 ' ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z "a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 120 109 99 155 141 128 Face Nailed 2X4 20 120 106 97 155 137 125 HardiePlank 5/16 8 6d common Through wood 24 plank overlap 40 115 99 91 149 127 117 60 109 95 88 141 122 113 0-15 118 107 97 152 138 126 Face Nailed 20 118 104 95 152 134 123 HardiePlank'' S/16 8.25 6d common Through wood 24 plank overlap 40 113 97 89 146 125 115 60 107 93 86 138 120 111 0-15 110 100 91 142 129 117 Face Nailed 2X4 20 110 97 89 142 126 115 HardiePlank 5/16 9.25 6d common Through wood 24 plank overlap 40 106 91 - 137 117 - 60 100 87 - 129 112 - 0-15 109 99 90 140 127 116 Face Nailed 2X4 20 109 96 87 140 124 113 HardiePlanke 5/16 9.5 6d common Through wood 24 plank overlap 40 104 89 - 135 115 - 60 99 85 - 127 110 0-15 170 170 170 219 219 219 Face Nailed 2X4 20 170 170 170 219 219 219 HardiePlank® 5/i6 5.25 8d common Through wood 16 plank overlap 40 170 170 170 219 219 219 60 170 170 170 219 219 219 0-15 170 170 170 219 219 219 Face Nailed 20 170 170 170 219 219 219 HardiePlank® 5/16 6.25 8d common Through 2X4 16 plank overlap Food 40 170 170 161 219 219 208 60 170 168 156 219 217 201 0-15 170 170 160 219 219 207 Face Nailed 2X4 20 170 170 157 219 219 203 HardiePlank® 5/16 7.25 8d common Through 16 plank overlap wood 40 170 160 147 219 207 190 60 170 153 142 219 198 183 0-15 170 170 157 219 219 203 Face Nailed 20 170 168 154 219 217 199 HardiePlank 5/16 7.5 8d common Through wood 16 plank overlap 40 170 157 145 219 203 187 60 170 150 139 219 194 179 0-15 170 167 151 219 216 195 Face Nailed 20 170 162 148 219 209 191 HardiePlank® 5/16 8 8d common Through wood 16 plank overlap 40 170 151 139 219 195 179 60 167 144 134 216 186 173 0-15 170 164 149 219 212 192 Face Nailed 2X4 20 170 159 145 219 205 187 HardiePlank 5/6 8.25 8d common Through 16 plank overlap wood 40 170 148 137 219 191 177 60 164 142 132 212 183 170 ESR-2290 Most Widely Accepted and Trusted Page 11 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vase3,e,12) Wind S1.peed, Vw, ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY 3 SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE" (IN.) (FT.) B C D B C D 0-15 169 153 139 218 198 179 Face Nailed 20 169 149 136 218 192 176 HardiePlank® 5/16 9.25 8d common Through woad 16 plank overlap 40 162 138 128 209 178 165 60 153 133 123 198 172 159 0-15 166 151 137 214 195 177 Face Nailed 20 166 146 134 214 188 173 HardiePlank® 6/,6 9.5 8d common Through wood 16 plank overlap 40 159 136 126 205 176 163 60 151 131 121 195 169 156 0-15 160 145 132 207 187 170 Face Nailed 20 160 141 129 207 182 167 HardiePlank® 6/,6 5.25 8d common Through wood 24 plank overlap 40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 160 145 132 207 187 170 Face Nailed 20 160 141 129 207 182 167 HardiePlank® s/ifi 6.25 8d common Through wood 24 plank overlap 40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 159 144 131 205 186 169 Face Nailed 20 159 140 128 205 181 165 HardiePlank® 6/,6 7.25 8d common Through wood 24 plank overlap 40 153 130 120 198 168 155 60 144 125 116 186 161 150 0-15 156 141 128 201 182 165 Face Nailed 20 156 137 125 201 177 161 HardiePlank 6/,6 7.5 8d common Through woad 24 plank overlap 40 150 128 118 194 165 152 60 141 123 114 182 159 147 0-15 150 136 123 194 176 159 Face Nailed 20 150 132 121 194 170 156 HardiePlank 6/,6 8 Sd common Through woad 24 plank overlap 40 144 123 113 186 159 146 60 136 118 109 176 152 141 0-15 147 134 121 190 173 156 Face Nailed 20 147 130 118 190 168 152 HardiePlank 6/16 8.25 Sd common Through wood 24 plank overlap 40 141 121 111 182 156 143 60 134 116 108 173 150 139 0-15 138 125 113 178 161 146 Face Nailed 20 138 121 111 178 156 143 HardiePlank® 6/16 9.25 8d common Through wood 24 plank overlap 40 132 113 104 170 146 134 60 125 108 101 161 139 130 0-15 136 123 112 176 159 145 Face Nailed 20 136 120 109 176 155 141 HardiePlank® a/16 9.5 8d common Through Wood 24 plank overlap 40 130 111 103 168 143 133 60 123 107 99 159 138 128 ESR-2290 Most Widely Accepted and Trusted Page 12 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC.2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V ad3,9,12) Wind Speed, a Vuh ' ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE' METHOD' TYPE"s SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 168 168 137 217 217 177 No.8-18, 20 ga.x 1-5/8"long x Face 3.62"" 20 168 158 137 217 204 177 HardiePlank® 5/16 4 0.323"HD Screwed 1.375" 16 ribbed bugle 40 168 147 131 217 190 169 head screw Metal C- stud 60 168 137 126 217 177 163 0-15 166 168 137 217 217 177 No.8-18, Min.No. ® s 15/8'long x Face 20 ga.x 20 168 158 137 217 204 177 HardiePlank /16 6 0.323"HD Screwed 3.62"" 16 ribbed bugle 40 168 147 131 217 190 169 head screw 1.375" 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 No.8-18, 15/8'long x Min. .x 20 168 158 137 217 204 177 ® , Face 20 gax HardiePlank s/16 6/4 0.323"HD Screwed 3.62". 16 ribbed bugle 40 168 147 126 217 190 163 head screw 1.375" 60 168 137 121 217 177 156 0-15 168 147 126 217 190 163 No.8-16, 1518'long x Min.No. 20 168 147 121 217 190 156 ® 7/a or Face 20 ga.. 16 x HardiePlank s/16 71/2 0.323"HD Screwed 3.62" ribbed bugle 1.375" 40 168 131 116 217 169 150 head screw 60 168 126 105 217 163 136 0-15 168 147 126 217 190 163 No.8-18, 1-5/s"long x Min.No. 20 168 147 121 217 190 156 HardiePlank® 5/16 8 0.323"HD Face 20 ga.x 16 ribbed bugle Screwed 3.62"" 40 168 131 116 217 169 150 head screw 1.375" 60 158 126 105 204 163 136 0-15 168 147 126 217 190 163 No.8-18, Min.No. 1 5/8'long x 20 168 137 121 217 177 156 ® s , Face 2D ga.x HardiePlank /16 8/a 0.323"HD Screwed 3.62". 16 ribbed bugle40 168 131 116 217 169 150 head screw 1.375" 60 158 121 105 204 156 136 0-15 168 137 116 217 177 150 No.8-18, 15/8'long x Min. .x 20 168 131 110 217 169 142 o s 9/a or Face 20 gax HardiePlank /16 91/2 0.323"HD Screwed 3.62". 16 ribbed bugle 40 158 121 105 204 156 136 head screw 1.375" 60 147 116 100 190 150 129 0-15 168 126 105 217 163 136 No.8-18, 15/8'long x Min.No. 20 168 121 95 217 1 156 123 HardiePlank® 5/16 12 0.323"HD Face 20 ga x 16 ribbed bugle Screwed 3.62' 40 137 110 95 177 142 123 head screw 1.375" 60 137 105 89 177 136 115 D-15 160 137 116 207 177 150 No.8-18, 11-%"long x Min. .x 20 160 137 116 207 177 150 HardiePlank® 5/16 4 0.323"HID Face 20 gax 24 ribbed bugle Screwed 3.62"' 40 155 126 110 200 163 142 head screw 1.375" 60 145 116 105 187 150 j 136 No.8-18, 0-15 160 137 116 207 177 150 1%,,long x Min.No. 20 160 137 116 207 177 150 HardiePlank® 5/16 6 0.323"HID Face 20 ga.x 24 ribbed bugle Screwed 3.62'" 40 154 126 110 199 163 142 1.375" head screw 60 145 116 105 187 150 136 ESR-2290 Most Widely Accepted and Trusted Page 13 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2016 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Vlfind Speed, (Ultimate Design 3 '9 '12 Wind Speed, V-d ) Vun,o.1) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE' METHOD' TYPE1,8 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 160 145 116 207 187 150 No.8-18,1- 5/8'long x Min.No. 20 160 141 110 207 182 142 HardiePlank ® s/,6 6/q 0.323"HD Screwed 2d 3..ga62".x ' 24 ribbed bugle 1 375„ P60 0 154 131 105 199 169 136 head screw 145 126 100 187 163 129 0-15 160 126 105 207 163 136 No.8-18,1- %'-long x Min. .x 20 160 121 105 207 156 136 ® 5 o. 7/q 2 Face 20 ga.x HardiePlank /,6 71/2 0.323"HD Screwed 3.62"" 24 ribbed bugle 1 375„ 40 147 110 95 190 142 123 head screw 60 137 105 95 177 136 123 No.8-18,1- 0-15 160 126 105 207 163 136 ® ' 6/3 long x Face 20n ax 20 160 121 100 207 156 129 HardiePlank /16 8 0.323"HD Screwed 3.62".• 24 ribbed bugle 1 375„ 40 147 110 95 190 142 123 head screw 60 137 105 89 177 136 115 No.8-18,1- 0-15 160 121 105 207 156 136 5/8,long x Min.No. 20 160 121 100 207 156 129 ® 5 1 Face 20 ga.x 24 HardiePlank /,6 8/q 0.323"HD Screwed 3.62"' ribbed bugle 1.375" 40 137 105 95 177 136 123 head screw 60 131 100 89 169 129 115 0-15 156 116 95 204 150 123 No.8-18,1- 5/B'long x Min.No. 20 158 110 95 204 142 123 e s ribbed 9/q or Face 20 ga.x HardiePlank /16 91/2 0bHD Screwed 3.62"" 24 ed bugle 1 375„ 40 137 100 89 177 129 115 head screw 60 126 95 85 163 123 110 0-15 163 148 134 210 191 173 No.gauge, Blind Nailed 20 163 143 131 210 185 169 HardiePlank® 5/16 5.25 1.25"gong Through top 2 x 4 16 roofing nail edge of plank 40 156 133 123 202 172 159 60 148 128 119 191 165 154 0-15 146 132 120 188 171 155 a e Blind Nailed 20 146 128 117 188 166 151 HardiePlank® 5/16 625 1 25ugong Through top 2 x 4 16 roofing nail edge of plank 40 140 119 110 180 154 142 60 132 115 106 171 148 137 0-15 133 121 110 172 156 142 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/6 7.25 1.25 ugong Through top 2 x 4 16 roofing nail edge of plank 40 128 109 101 165 141 130 60 121 105 97 156 135 126 0-15 130 118 107 168 152 138 No.11 Blind Nailed HardiePlank® 5/16 7.5 gauge, Through top 2 x 4 16 roofing nail 20 130 115 105 168 146 135 ofin long edge of plank 40 125 107 99 161 138 127 60 118 102 95 152 132 123 0-15 125 114 1 103 162 147 1 133 No.11 Blind Nailed 20 125 110 101 162 143 130 HardiePlank® 5/16 8 1 25 gong Through top 2 x 4 16 roofing nail edge of plank 40 120 103 95 155 133 122 60 114 99 91 147 127 118 ESR-2290 Most Widely Accepted and Trusted Page 14 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2016 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ukimate Design v-d2,9,12) Wind Speed, vun10,11) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 123 112 101 159 144 131 No.11 Blind Nailed 20 123 108 99 159 140 128 HardiePlank® 5/16 8.25 1.25"gauge, Through top 2 x 4 16 roofing nail edge of plank 40 118 101 93 152 130 120 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 No.11 Blind Nailed 20 115 101 93 148 131 119 HardiePlank® 5/1E 9.Y5 gauge, Through top 2 x 4 16 1.25"long edge of plank 40 110 94 87 142 122 112 roofing nail 60 104 90 - 135 117 - 0-15 113 103 93 146 133 121 No.11 Blind Nailed 20 113 100 91 146 129 118 HardiePlank® 5/16 9.5 1.25"a9ong Through top 2 x 4 16 roofing nail edge of plank 40 109 93 86 140 120 111 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 5.25 gauge, Through top 2 x 4 24 1.25'long edge of plank 40 128 109 101 165 141 130 roofing nail 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 No.11 Blind Nailed 20 119 105 96 153 135 124 HardiePlank® 5/16 6.25 1.25Through top 2 x 4 24 roofing nail edge of plank 40 114 98 90 147 126 116 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 No.11 Blind Nailed 20 108 96 87 140 123 113 HardiePlank® 5/16 7.25 gauge, 9ong Through top 2 x 4 24 1 - roofing1.25"long edge of plank 40 104 89 134 115 60 98 85 - 127 110 - 0-15 106 1 96 88 137 125 113 No.11 Blind Nailed 20 106 94 86 137 121 110 HardiePlank® 5/16 7.5 1.25Through top 2 x 4 24 roofing nail edge of plank 40 102 87 132 113 60 96 - 125 108 - 0-15 102 93 132 120 - No.11 Blind Nailed 20 102 90 - 132 116 - HardiePlank® 5/16 8 1.25Through top 2 x 4 24 roofing nail edge of plank 40 98 127 60 93 - 120 - 0-15 100 91 129 117 No.11 Blind Nailed 20 100 88 129 114 HardiePlank® 5/16 B.25 gauge, Through top 2 x 4 24 1.25"long edge of plank 40 96 - 124 - roofing nail 60 91 - 117 - 0-15 94 85 - 121 110 No.11 Blind Nailed 20 94 - - 121 107 HardiePlank® 5/16 9.25 1 au9ong Through top 2 x 4 24 roofing nail edge of plank 40 90 - - 116 60 85 110 1 - ESR-2290 Most Widely Accepted and Trusted Page 15 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC1IRC2012 IBC (Basic Wind Speed, (UkMate Design 9'12 Wind Speed, Va:d' ) V.n1o,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT e x 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 0-15 93 - 119 No.11 Blind Nailed 20 93 119 HardiePlank® 5/16 9.5 au1.25"gong Through top 2 x 4 24 roofing nail edge of plank 40 89 115 60 - - 0-15 170 170 166 219 219 214 No.11 Blind Nailed 20 170 170 162 219 219 209 HardiePlank8 5/16 5.25 guage,1.75 Through top 2 x 4 16 inch long ed a of plank 40 170 165 153 219 213 197 roofing Nail g 60 170 158 147 219 205 190 0-15 170 164 149 219 211 192 No.11 Blind Nailed 20 170 159 145 219 205 187 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 170 148 137 219 191 176 roofing Nail 60 164 142 132 211 183 170 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5/16 7.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 158 135 125 204 174 161 roofing Nail 60 149 129 120 193 167 155 0-15 161 146 133 208 189 172 No.11 Blind Nailed 20 161 142 130 208 183 167 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 155 132 122 200 171 158 roofing Nail 60 146 127 118 189 164 152 0-15 155 141 128 200 182 165 No.11 Blind Nailed 20 155 137 125 200 176 161 HardiePlank® 5/t6 8 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 149 127 117 192 164 152 roofing Nail 60 141 122 113 182 157 146 0-15 152 138 126 197 178 162 No.11 Blind Nailed 20 152 134 123 197 173 158 HardiePlank® 5/16 8.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 146 125 115 189 161 149 roofing Nail 60 138 120 111 178 155 144 0-15 142 129 117 184 167 152 No.11 Blind Nailed 20 142 126 115 184 162 148 HardiePlank® 5/16 9.25 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge a of plank 40 137 117 108 176 151 139 60 129 112 104 167 145 134 0-15 140 127 116 181 164 149 No.11 Blind Nailed HardiePlank° 5/16 9.5 guage,1.75 Through top 2 x 4 16 20 140 124 113 181 160 146 inch long edge of plank 40 135 115 106 174 148 137 roofing Nail 60 127 110 102 164 142 132 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5/16 5.25 guage, n Through top 2 x 4 24 inch long edge of plank 40 158 135 125 204 147 161 roofing Nail 60 149 129 120 193 167 155 ESR-2290 I Most Widely Accepted and Trusted Page 16 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and 20121BC De IBC/IRC.2006IBC/IRC (Basic Wind Speed, (Ultimate Design Vasd3,9,u) Wind Speed, vu,,,0,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION IN. FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE METHOD TYPE (IN) (FT.) B C I D El I C D 0-15 147 134 121 190 172 157 No.11 Blind Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 141 121 111 182 156 144 roofing Nail 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 No.11 Blind Nailed 20 134 118 108 173 153 140 HardiePlank® 5/16 7,25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 129 110 102 166 142 131 roofing Nail 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 No.11 Blind Nailed 20 132 116 106 170 150 137 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 126 108 100 163 139 129 roofing Nail 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 No.11 Blind Nailed 20 127 112 102 163 144 132 HardiePlank® 5/16 8 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 122 104 96 157 134 124 roofing Nail 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 No.11 Blind Nailed 20 124 110 100 161 142 129 HardiePlank 5/16 8.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 119 102 94 154 132 122 roofing Nail 60 113 98 91 146 126 117 0-15 116 106 96 150 136 124 No.11 Blind Nailed 20 116 103 94 150 133 121 HardiePlank® 5/16 9.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 112 95 88 144 123 114 roofing Nail 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 No.11 Blind Nailed 20 114 101 92 148 130 119 HardiePlank® 5/16 9,5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 110 94 87 142 121 112 roofing Nail 60 104 90 - 134 116 No.8 x 11/4 Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/, Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/t6 6 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 158 142 217 204 183 in.long x 20 ga.x 20 168 158 131 217 204 169 HardiePlank® 5/t6 61/4 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 158 137 121 204 1 177 1 156 ESR-2290 Most Widely Accepted and Trusted Page 17 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2016 IBC/IRC and IBC/IRC,2006 IBC/IRC2012 IBC (Basic Wind Speed, (Ultimate Design 1912 Wind Speed, Vasd ) v0n10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE METHOD2 TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D No.8 x 11/4 Min.No. 0-15 168 152 126 217 196 163 in.long x 20 ga.x ® s 7'/4 or 0.375 in. Blind 3.62"x 20 168 147 116 217 190 150 HardiePlank /1e71/2 HD ribbed Screwed 1.375" 16 waferhead Metal C- 40 168 137 116 217 177 150 screws stud 60 158 126 110 204 163 142 No.8 x 11/4 Min.No. 0-15 168 147 116 217 190 150 in.long x 20 ga.x ® s 0.375 in. Blind 3.62"x 20 168 137 116 217 177 150 HardiePlank /16 8 HD ribbed Screwed 1.375" 16 40 158 126 105 204 163 136 waferhead Metal C- screws stud 60 147 121 105 190 156 136 No.8 x 1114 Min.No. 0-15 168 142 121 217 183 156 in.long x 20 ga.x 20 168 137 116 217 177 150 0.375 in. Blind 3.62"x HardiePlank® '/16 81/4 -11 HD ribbed Screwed 1.37 16 waferhead Metal C- 40 158 126 110 204 163 142 screws stud 60 147 116 105 190 150 136 No.8 x 11/4 Min.No. 0-15 168 137 116 217 177 150 in.long x 20 ga.X 1/4 or 0.375 in. Blind 3.62" 20 168 126 105 217 163 136 HardiePlank® 6/,e 9 91/2 HD ribbed Screwed 1.375"x 16 waferhead Metal _ 40 158 116 105 204 150 136 screws stud 60 137 110 100 177 142 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank® 5/16 4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x ® 5 0.375 in. Blind 3.62"x 20 160 131 110 207 169 142 HardiePlank /16 6 HD ribbed Screwed 1.375" 24 waferhead Metal C- 40 152 121 105 196 156 136 screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 105 207 169 136 HardiePlank® 5/16 6114 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 154 121 105 199 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x 11/4 Min.No. 0-15 160 126 105 207 163 136 in.long x 20 ga.x HardiePlank® 5/16 71/,or 0.375 in. Blind 3.62"x 24 20 160 116 100 207 150 129 7/2 HD ribbed Screwed 1.375" 40 147 105 89 190 136 115 waferhead Metal C- screws stud 60 137 89 89 177 115 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank® 5116 8 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 131 100 89 169 129 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 ® s 0.375 in. Blind 3.62"x HardiePlank e 8/4 HD ribbed Screwed 1.375" 24 waferhead Metal C- 40 142 105 89 183 136 115 screws stud 60 126 1 100 1 89 1 163 129 115 ESR-2290 I Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2016IBC/IRC and IBC!IRC,2006 IBC/IRC 2012 IBC (Ultimate (Basic Wind Speed, Wind S Design Va1 d3.9,12) nd Speed, Vwt ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY PRODUCT THICK. WIDTH TYPE' METHOD TYPE"' (IN.) (FT.) B C D B C D No.8 x 11/4 Min.No. 0-15 158 116 95 204 150 123 in.long x 20 ga.x 20 147 105 89 190 136 115 91/4 or 0.375 in. Blind 3.62"x 24 HardiePlank® 5/16 91/2 HD ribbed Screwed 1.375" 40 131 95 85 169 123 110 waferhead Metal C- screws stud 60 121 89 85 156 115 110 6d-2 inch 0-15 141 128 116 182 165 150 long X 0.093 inch Blind Nailed 20 141 124 114 182 160 147 HardiePlank® 5/16 5.25 0.222 inch Through topt46 40 135 116 107 174 150 138 head edge of plank diameter 60 128 111 103 165 143 133 sidingnail 6d-2 inch0-15 126 114 104 163 147 134 long X 0.093 inch 20 126 111 102 163 143 132 shank X Blind Nailed HardiePlank® 5/16 625 0.222 inch Through top40 121 103 96 156 133 124 headedge of plankdiameter 60 114 99 92 147 128 119 sidin nail 6d-2inch0-15 115 104 95 148 134 123 long X 0.093 inch 20 115 102 93 148 132 120 shank X Blind Nailed 2 x 4 HardiePlank® 5/16 725 0.222 inch Through top wood 16 40 110 94 87 142 121 112 head edge of plank diameter 60 104 91 134 117 - siding nail 6d-2 inch 0-15 113 102 93 146 132 120 long X 0.093 inch 20 113 99 91 146 128 117 shank X Blind Nailed 2 x 4 HardiePlank® 5/16 7.5 0.222 inch Through top wood 16 40 108 93 85 139 1 120 110 head edge of plank diameter 60 102 89 - 132 115 - I siding nail 6d-2 inch 0-15 109 99 90 141 128 116 long X 0.093 inch Blind Nailed 20 109 96 87 141 124 112 shank X 11 HardiePlanko 5/16 8 p 222 inch Through top Wood 16 40 104 89 - 134 115 head edge of plank diameter 60 99 85 - 128 110 - siding nail 6d-2 inch 0-15 107 97 88 138 125 114 long X 0.093 inch Blind Nailed 20 107 94 86 138 121 111 shank X 2X4 HardiePlank® 5/16 825 0.222 inch Through top wood 16 40 102 88 132 114 head edge of plank diameter 60 97 - 125 - siding nail 6d-2 inch 0-15 100 90 - F12116 long X 0.093 inch 20 100 88 114 shank X Blind Nailed 2x4HardiePlank® 5/16 9.25 ostia inch Through top wood 16 40 96 - headedge of plankdiameter 60 90 - siding nail 6d-2 inch 0-15 98 89 127 115 - long X 0.093 inch 20 98 87 127 112 shank X Blind Nailed 2 x 4 HardiePlank® 5/16 9.5 0.222 inch Through top wood 16 40 94 121 - head edge of plank diameter 60 89 115 sidin nail ESR-2290 Most Widely Accepted and Trusted Page 19 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2016 IBCARC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V,aa3'9'72 Wind Speed, V„u10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a METHOD TYPE"" SPACING HEIGHT THICK. WIDTH TYPE (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank® 5/16 5.25 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 110 94 87 142 121 112 head diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 103 93 133 120 long X 0.093 inch Blind Nailed 20 103 91 - 133 117 HardiePlank® 5/16 6.25 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 99 - 128 - head diameter 60 93 - 120 - siding nail 6d-2 inch 0-15 94 85 121 110 long X 0.093 inch Blind Nailed 20 94 - 121 HardiePlank® 5/16 7.25 shank X Through top 2 x 4 24 0.222 inch edge of plank Wood 40 90 116 head diameter 60 85 110 siding nail 6d-2 inch 0-15 92 119 long X 0.093 inch Blind Nailed 20 92 119 HardiePlank® 5/16 7.5 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 88 114 head diameter 60 - - siding nail 6d-2 inch 0-15 89 115 long X 0.093 inch Blind Nailed 20 89 115 HardiePlank® 5/16 8 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 85 110 head diameter 60 siding nail 6d-2 inch 0-15 87 112 long X 0.093 inch Blind Nailed 20 87 112 HardiePlank 5/16 8.25 shank X Through top 2 X 4 24 0.222 inch edge of plank Wood 40 - - head diameter 60 - - - siding nail 0-15 153 138 126 198 178 163 0.092" shank X face nailed 20 153 135 123 198 174 159 HardiePlank® 5/16 58.25 0.222"HD X through plank woXod 16 2.5"long overlap 40 146 125 116 188 161 150 galy.nail 60 138 120 112 178 155 145 0-15 143 130 118 185 168 152 0.092" shank X face nailed 20 143 126 115 185 163 148 HardiePlank® 5/16 9.25 0.222"HD X through plank Wood 16 2.5"long overlap 40 137 117 108 177 151 139 galv.nail 60 130 113 105 168 146 136 ESR-2290 Most Widely Accepted and Trusted Page 20 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and 2012 IBC IBC/IRC,2006 IBC/IRC (Ultimate Design (Basic Wind Speed, Vas,91z Wind Speed, Vun 10,11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT z TYPEI's SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D 0-15 141 128 116 182 165 150 0.092" shank X face nailed 2 x 4 20 141 124 113 182 160 146 HardiePlank® 5/,6 9.5 0.222"HD X through plank wood 16 2.5"long overlap 40 135 116 107 174 150 138 galv.nail 60 128 111 103 165 143 133 0-15 123 112 101 159 144 131 0.092" shank X face nailed 2 x 4 20 123 108 99 159 140 128 HardiePlank® /16 12 0.222"HD X through plank wood 16 2.5"long overlap 40 118 101 934 152 130 120 galv.nail 60 112 97 90 144 125 116 Bd ring 0-15 203 184 167 262 238 216 shank box face nailed 2 20 203 179 163 262 231 210 nail,0.113" x HardiePlank® '/16 `-8.25 shank X through plank 4 wood' 16 0.260"HD X overlap 40 194 166 153 250 214 198 2.375"L 60 184 159 148 238 205 191 8d ring 0-15 166 151 137 214 195 177 shank box face nailed 20 166 146 134 214 188 173 HardiePlank® 5/16 5825 nil,shank 1 X through plank wood' 24 overlap 40 159 136 126 205 176 163 0.260"HD X 2.375"L 60 151 131 121 195 169 156 0-15 151 137 125 195 177 161 0.092" shank X face nailed 20 151 133 122 195 172 158 HardiePlank® 5/16 58.25 0.222"HD X through plank wood6 16 2"long galv. overlap 40 145 124 115 187 160 148 nail 60 137 119 111 177 154 143 0-15 187 170 154 241 219 199 0.092" shank X face nailed 2 x 4 20 187 165 151 241 213 195 HardiePlank® 5/16 5_8.25 0.222"HD X through plank wood 16 2.5"long overlap 40 180 154 142 232 199 183 galv.nail 60 170 147 137 219 190 177 Attached 0-15 207 188 171 267 243 221 No.8 X 1- blind screw to 7/16" 5/6"long X through top wood 7/16"WSP 20 207 183 167 267 236 216 HardiePlank® 5/16 5.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 199 170 157 257 219 203 head screw' center sheathin g only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 183 161 147 236 20B 190 HardiePlank® 5/16 6.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 176 150 139 227 194 179 head screw' center sheathin g only 60 166 144 134 214 186 173 Attached 0-15 165 150 136 213 194 176 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 165 145 133 213 187 172 HardiePlank® '/16 7.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 158 135 125 204 174 161 head screw' center sheathin g only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlank® '/16 8.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 144 123 114 186 159 147 head screw' center sheathin g only 60 136 118 110 176 152 142 ESR-2290 Most Widely Accepted and Trusted Page 21 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,20061BC/IRC 2012 IBC (Ultimate Design (Basic Wind Speed, Vasa,,9,12) Wind Speed, vu,, ) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE DIMENSIONIN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a 2 1,e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D Attached 0-15 139 126 114 179 163 147 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/15"WSP 20 139 122 112 179 158 145 HardiePlank® 5/16 9.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 133 114 105 172 147 136 head screw' center sheathin g only 60 126 109 101 163 141 130 0.0901, blind 0-15 145 132 120 187 170 155 shank X blind nail to 7/16" sha 6 0.sha HD X through top wood 7/16"WSP 20 145 128 117 187 165 151 HardiePlank® /16 158.25 edge of plank structural attached 1.5"long at 8 in.on panel per code 40 139 119 110 179 154 142 ring shank nails center sheathin g only 60 132 114 106 170 147 137 0.090" Attached 0-15 166 150 137 214 194 177 shank X blind nail to 7/16" sha 6 0HD X through top wood 7/16"WSP 20 166 146 133 214 188 172 HardiePlank® /16 58.25 .sha edge of plank structural attached 1.5"long at 6 in.on panel per code 40 159 136 125 205 176 161 ring shank nail' center sheathin g only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - shank, Face Nailed to 7/16" 8 D.221"HD. through the wood 7/16"WSP 20 100 88 129 114 HardiePlank /16 `9/2 1.5"long overlap at 12" structural attached ring shank O.C. panel per code 40 96 124 nail' sheathin g only 60 91 117 0-15 184 167 152 238 216 196 0.092" shank X blind nail 2X4 20 184 162 148 238 209 191 Artisan®Lap 5/8 5.25 0.225"HD X through top Wood' 16 2.25"long edge of plank 40 177 151 140 229 195 181 galv.Nail 60 167 145 135 216 187 174 0-15 135 122 111 174 158 143 0.092" shank X blind nail 2X4 20 135 119 108 174 154 139 Artisan®Lap '/8 7.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 129 111 102 167 143 132 gaiv.Nail 60 122 106 98 158 137 127 0-15 117 106 96 151 137 124 0.092" shank X blind nail 2X4 20 117 103 94 151 133 121 Artisan®Lap '/8 8.25 0.225"HD X through top Wood' 16 2.25"long edge of plank 40 112 96 88 145 124 114 galv.Nail 60 106 92 85 137 119 110 0.092" 0-15 132 119 109 170 154 141 shank X blind nail 20 132 116 106 170 150 137 Artisan®Lap 5/8 5.25 0.225"HD X through top Wood; 24 2.25"long edge of plank 40 126 108 100 163 139 129 galv.nail 60 119 104 96 154 134 124 0-15 99 90 - 128 116 - 0.092" shank X blind nail 2X4 20 99 87 128 112 Artisan®Lap 5/8 7.25 0.225"HD X through top Wood; 24 2.25"long edge of plank 40 95 - 123 - galy.nail 60 90 - - 116 - - 0-15 88 114 0.092" shank X blind nail 2X4 20 88 114 Artisan®Lap 5/8 8.25 0.225"HD X through top Wood' 24 2.25"long edge of plank 40 - - galy.nail ESR-2290 I Most Widely Accepted and Trusted Page 22 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC.2009 2015 IBC/IRC and 2012 IBC De IBCIIRC.2000 IBC/IRC (Basic Wind Speed, (Ultimate Design Va, 39,]) Wind Speed, Vin ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION IN. FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT TYPE" METH002 TYPE" SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 181 164 149 234 212 192 No.8 X 1- 20 ga.x 5/8"long X blind screw 3.62"x 20 181 159 146 234 205 188 Artisan®Lap 5/e 5.25 0.323"HD through top 1.375" 16 ribbed bugle edge of plank Metal C- 40 174 148 137 225 191 177 head screw stud 60 164 142 132 212 183 170 Min.No. 0-15 157 142 129 203 183 167 No.8 X 1- 20 ga.x 5/8"long X blind screw 3.62"x 20 157 138 126 203 178 163 Artisan®Lap 5/s 7.25 0.323"HD through top 1 375, 16 ribbed bugle edge of plank Metal C- 40 150 128 119 194 165 154 head screw stud 60 142 123 114 183 159 147 Min.No. 0-15 149 135 123 192 174 159 No.8 X 1- 20 ga.x 5/8"long X blind screw 3.62.'x 20 149 131 120 192 169 155 Artisan®Lap 5/8 8.25 0.323"HD through top 1.375" 16 ribbed bugle edge of plank Metal C- 40 143 122 113 185 158 146 head screw stud 60 135 117 109 174 151 141 Min.No. 0-15 180 163 148 232 210 191 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 180 158 145 232 204 187 Artisan®Lap 5/8 5.25 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1.375" 40 172 147 136 222 190 176 head screw Metal C- stud 60 163 141 131 210 182 169 Min.No. 0-15 144 130 118 186 168 152 No.8 X 1- 20 ga.x 5/8"long X blind screw 3.62"x 20 144 127 116 186 164 150 Artisan®Lap 5/8 7.25 0.323"HD through top 1 375, 24 ribbed bugle edge of plank Metal 40 138 118 109 178 152 141 head screw stud 60 130 113 105 168 146 136 Min.No. 0-15 132 119 108 170 154 139 No.8 X 1- 20 ga.x 5/8"long X blind screw 3.62"x 20 132 116 106 170 150 137 Artisan®Lap 5/8 8.25 0.323"HD through top 1 375, 24 ribbed bugle edge of plank Metal C- 40 126 108 100 163 139 129 head screw stud 60 119 104 96 154 134 124 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater,unless otherwise noted. 2Face=Fastened through the overlapping plank.Blind=Fastened through the top edge of single plank. 'Wind speed design assumptions per Section 30.4,Method 2,of ASCE 7-10:1=1.0,Kzt=1,Kd=0.85,GC,;=0.18,GCP=-1.4. °ET&F pin fasteners have knurled shanks. 5Fastener length shall be sufficient to penetrate back side of the minimum 7/16"WSP sheathing by at least'W for nails or 3 full threads for screws. 'Values are for species of wood having a speck gravity of 0.50 or greater. 'Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy=33 ksi. BVesd=nominal design wind speed. 10V„n=ultimate design wind speed. "Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 22015 and 2012 IBC Section 1609.3.1,Eqn.16-33, Ve d=V„n 40.6 ESR-2290 1 Most Widely Accepted and Trusted Page 23 of 27 TABLE 5-(V-d 100 MPH;V„n 129 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''z„4,e Building <6'/2-inch wide 71/4-&7'/2-inch wide 8-&8'/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 24 24 24 24 24 24 21 24 23 19 20 24 24 24 24 24 23 24 24 20 24 21 18 30 24 24 24 24 24 21 24 22 19 24 20 17 40 24 24 23 24 24 20 24 21 18 24 19 16 50 24 24 22 24 22 19 24 20 17 24 18 15 60 24 24 22 24 22 19 24 19 17 23 17 15 For SI:1 inch=25.4 mm.1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 VV!-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in..shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan"Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in., shank diameter.=0.145 in.,length=1.5-in.long).Max System block Nail(CP-C 838 VVI-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in., length=1.5 in.),Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed(V-d)shall be 100 mph.Maximum ultimate design wind Speed(V„„)shall be 129 mph. 4Interpolation of spacing to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6-(V-d 110 MPH;V„„142 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''2,4,s Building <6'/2-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 9'/4-&02-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems..Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long).Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in..length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in..length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.. shank diameter=0.145 in..length=1.25 in.). `Artisane Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150.head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed(V,sd)shall be 110 mph Maximum ultimate design wind speed(Vuft)shall be 142 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7-(V-d 120 MPH;V„„155 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''''` Building <6'/2-inch wide 7'/4-&71/2-inch wide 8-&8'/4-inch wide 9'/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.). Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 'Artisane Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150..head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC.head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in...length=1.5 in.).'Maximum nominal design wind speed(V,sd)shall be 120 mph.Maximum ultimate design wind speed(V,n)shall be 155 mph. "Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 ( Most Widely Accepted and Trusted Page 24 of 27 TABLE 8-(V-d 130 MPH;V„„168 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL'z,4,s Building <02-inch wide 7'14-&7'/2-inch wide 8-&8'/4-inch wide 9'/4-&91/2-inch wide Height Exposure Exposure Exposure Exposure feet B C D B C D B C D B C D 0-15 24 20 16 21 17 14 18 15 12 16 14 11 20 24 19 15 21 16 13 18 14 12 16 13 11 30 24 17 14 21 15 12 18 13 11 16 12 10 40 22 16 14 19 14 12 17 12 11 15 11 9 50 21 15 13 18 13 11 16 12 10 14 11 9 60 20 1 15 1 13 1 17 1 13 1 11 15 11 10 1 13 1 10 1 9 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanV'Lap Siding fasteners must be ET&F Fastening Systems.Inc.ET&F block Nail(ET&F No.ASM-144-125,head dia.=0.30 in..shank dia.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.).or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisang Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed shall be 130 mph.Maximum ultimate design wind speed(Vu„)shall be 168 mph. 'Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-(V-d 140 MPH;V„„181 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL''z4,s Building <61/2-inch wide 71/4-&7'/2-inch wide 8-&8'/4-inch wide 9'/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 21 17 14 18 15 12 16 13 11 14 12 10 20 21 16 13 18 14 12 16 12 10 14 11 9 30 21 15 12 18 13 11 16 11 10 14 10 9 40 19 14 12 16 12 10 15 11 9 13 9 8 50 18 13 11 15 11 10 14 10 9 12 9 8 60 17 13 11 15 11 10 13 10 9 12 9 8 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank"'Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.). Aerosm th SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.. shank diameter=0.145 in..length=1.25 in.). 'Artisan'Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.).or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).'Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(Vun;shall be 181 mph. 4Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10-N-d 150 MPH;V„„194 MPH)' ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL ''2'`'s Building <6'/2-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 9'/4-&02-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 18 15 12 16 13 11 14 11 9 12 10 8 20 18 14 12 16 12 10 14 11 9 12 10 8 30 18 13 11 16 11 9 14 10 8 12 9 7 40 16 12 10 14 10 9 13 9 8 11 8 7 50 15 12 10 13 10 9 12 9 8 11 8 7 60 15 11 10 13 10 8 11 8 7 10 8 7 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlanke Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long).Max System block Nail(CP-C 832 W7-ICC,head dia.=0.30 in.,shank dia.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisan"Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150.head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC.head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco NailPro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed shall be 150 mph.Maximum ultimate design wind speed(Vu„)shall be 194 mph. °Interpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 1 Most Widely Accepted and Trusted Page 25 of 27 TABLE 11—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HARDIESHINGLE" (NEW HARDIESHINGLE") INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC.2009 IBCARC,2006 20161BC/IRC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d'•'•') V.”, I Weather Exposure and Height of Exposure Category Ez osure Category Sheathing Type Siding Fastener Type Fastener Location Buildi gB C B C Sincai exposure 0.15 126 1 110 163 142 20 126 105 163 136 2 roofing baits 9 inches from 40 126 95 163 123 butt edge 60 126 89 163 115 0.15 126 126 163 163 7in&exposure 20 126 121 163 156 2 roofing nails 8 inches from 40 126 110 163 142 16 Min.0.121 in.shank x butt ed Minimum l�inch thick , 9e plywood complying with DOC corrosion in.HD x 1/.in.long -1 126 105 163 136 corrosion resistant roofing 0.15 126 126 163 163 PS 1-95 6 inch exposure Nail 20 126 126 163 163 2 roofing nails 7 inches from 40126 121 163 156 butt edge 60 126 116 163 150 0.15 126 126 163 163 5in&exposure20 126 126 163 163 2 roofing nails 6 inches from 40 126 121 163 156 butt age 60 126 116 163 150 For S1.1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumpfions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 'V„d=nominal design wind speed. 3Vm=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. '2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V„„ 0.6 TABLE 12—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLE-(NEW HARDIESHINGLE-) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBCARC,2006 2015 IBCIIRC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V„d'•;6) V.x"I Weather Exposure and Height of Exposure Category Ex osure Cate o Sheathing Type Siding Fastener Type Fastener Location Building B C B C 0.15 126 89 163 115 Kinch exposure 20 126 89 163 115 2 siding nails 9 inches from 40 105 85 136 110 butt edge 60 100 129 7inch exposure 0.15 126 105 163 136 2 siding nails 8 inches from 20 126 100 163 129 Min.0.091 in.shank x butt edge 40 121 95 156 123 0.221 in. Minimum 116 inch thick OSB , x 1 Iz in.long 60 116 89 150 115 sheathing complying with 0.15 126 116 163 150 DOC-PS 2-95 corrosion reresistant siding 6 inch exposure Nail 2 siding nails 7 inches from 20 126 110 163 142 butt edge 40 126 5 163 136 9 60 126 95 163 123 0.15 126 116 163 150 5in&exposure 20 126 11D 163 142 2 siding nails 6 inches from 40 126 105 163 136 butt edge 60 1 126 1 95 163 123 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 'V„d=nominal design wind speed. 3V,=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V„i, 0.6 TABLE 13—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLE-(NEW HARDIESHINGLE-) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBCARC,2006 2015 IBCIIRC and 2012 IBC IBCARC (Ultimate Design Wind Speed, (Basic Wind Speed,V_”"') V,,,,") Weather Exposure and Fastener Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Location Building B C B C feet 8 inch exposure, 0-15 116 116 150 150 3 nails for shingles greater than 8 in. 20 110 110 142 142 wide,2 nails for shingles 8 in.wide and 40 100 100 129 129 narrower,9 inches from drip edge 60 95 95 123 123 lin&exposure 0.15 126 126 163 163 Min.0.091 in.shank x 3 nails for shingles greater than 8 in. 20 121 121 156 156 Minimum /16 inch thick OSB , wide,2 nails for shingles 8 in,wide and 40 110 110 142 142 sheathing complying with corn in. rex 1/z in.long narrower,8 inches from drip edge 60 105 105 136 136 DOC-PS 2-95 corrosion resistant siding 6 inch exposure 0.15 126 1261156 163 Nail 3 nails for shingles greater than 8 in. 20 126 126 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 narrower,7 inches from drip edge 60 121 121 156 5 inch exposure 0.15 126 126 163 3 nails for shingles greater than 8 in. 20 126 126 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 narrower,6 inches from dnp edge 60 121 121 156 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:1=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 'V„d=nominal design wind speed. 3V,a=ultimate design wind speed. `Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 1BC Section 1609.3.1,Eqn.16-33, V„d=V,,,, o.6 ESICCEVALUATIONSERVICE Most Widely Accepted and Trustedi IMES Evaluation Report ESR-2290 CBC and CRC Supplement Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 (800)942-7343 www.mameshardie.com infoO*ameshardie.com EVALUATION SUBJECT: HARDIESHINGLETM(NEW HARDIESHINGLE°) PANELS, HARDIEPLANK TM LAP SIDING,ARTISAN®LAP SIDING,AND HARDIESHINGLETM(NEW HARDIESHINGLE°)INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLETM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES, recognized in ICC-ES master evaluation report ESR-2290, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2016 California Building Code®(CBC) In 2016 California Residential Codes(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CBC Chapter 14, provided the design and installation are in accordance with the 2015 International Building Code (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 14, 17, and 17A, as applicable. The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State'ResponsibilitX Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code (IBC) provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code(IRC)provisions noted in the master report. /CC-LS Evaluation Reports are not to be construed as represemtnR aesthetics or any other attributes not specificall}addressed,nor are deer to be consvrued as an endorsement of the subject of the report or a recommendation for its use.There is no warrann,by ICT'Evaluation Senuce,LLC,express or implied,as :q to aniv,rndmg or other natter to this report,or as to ativ product covered by the report. Copyright 0 2018 ICC Evaluation Service,LLC. All rights reserved. Page 26 of 27 ESR-2290 I Most Widely Accepted and Trusted Page 27 of 27 The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland—Urban Interface Area requires installation in accordance with the 2015 International Residential Code (IRC) provisions of the master report and the additional requirements of CRC Sections R337.1.3.1 and R337.7, as applicable. The products recognized in this supplement have not been evaluated for compliance with the International Wildland—Urban Interface Code°. This supplement expires concurrently with the master report, reissued March 2018. ` OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Zalupski Builder Name: Dream Finders LLC Street: Atlantic Beach Country Club Permit Office: Duval City,State,Zip: Atlantic Beach,FL 32097 Permit Number: Owner: Zalupski Residence Jurisdiction: 261300 Design Location: FL,Jacksonville NAS County: Duval(Florida Climate Zone 1) 1.New construction or existing New(From Plans) 9. Wall types (38 10 ft2) Insulation Area(W) 2.Single family or multiple family Single-Family a. Frm wall,vnl ext,3/8"wood sht 19.0 3330.00 b. Frm wall,3/8"wood shth,r-19 c 19.0 480.00 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 5 d. N/A 10. Ceiling types (2416 ft2) Insulation Area(ft2) 5. Is this a worst case? No a. Attic ceiling,mtl roof mat,r-1 19.0 75.79 6. Conditioned floor area above grade (ft2) 3648.00 b. Attic ceiling,mtl roof mat,r-3 38.0 2339.96 Conditioned floor area below grade(ft2) 0 c. N/A 7. Windows (651 ft2) Description Area(ft2) 11.DuctsFL 6.0 Area(46) a.LI-Factor: Dbl,0.360 506.82 b.2nd FL 6.0 816.46 SHGC: 0.23 b.LI-Factor: Dbl,0.620 144.00 12.Cooling systems kBtu/hr Efficiency SHGC: 0.25 a.Split air source heat pump 34.8 SEER:16.0 c.U-Factor: b.Split air source heat pump 34.8 SEER:16.0 SHGC: 13.Heating systems kBtu/hr Efficiency d.U-Factor: a.Split air source heat pump 33.0 HSPF:9.0 SHGC: b.Split air source heat pump 33.0 HSPF:9.0 Area Weighted Average Overhang Depth:6.150 ft 14.Hot water systems Area Weighted Average SHGC: 0.234 a.Gas instantaneous(0 gal) Cap:0 gal EF:0.82 8. Floor types(2415.75 ft2) Insulation Area(ft2) b.Conservation features a. Bg floor,light dry soil,on gra 0.0 1942.00 (None) b. Fir floor,frm flr,6"thkns,ca 43.0 473.75 c. N/A 15.Credits None Glass/Floor area: 0.177 Total Proposed Modified Loads: 106.78 PASS Total Baseline Loads: 119.44 I hereby certify that the plans and specifications covered by Review of the plans and specifications EgREST�T this calculation are in compliance with the Florida Energy covered by this calculation indicates ti0 compliance with the Florida Energy Code. Code. Before construction is completed, this building will be inspected for PREPARED BY: ��ce�� 9/13/18 compliance with Section 553.908 h DATE: Florida Statutes. I hereby certify that this building, as designe compliance with the Florida rg C Cab WE OWNER/AGENT: BUILDING OFFICIAL: DATE: - - DATE: 12 1 O"� 1111 -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 starting July 1, 2017,this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50(R402.4.1.2). --vi-V wriyhc"aix 2018-Sep-1316:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software page 2 ...Builders\Dream Finders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E t FORM R405-2017 Building Input Summary Report PROJECT Title: Zalupski Bedrooms: 5 Address type: Street address Building Type: FLAsBuilt Bathrooms: 4 Lot#: 136 Owner: Zalupski Residence Conditioned Area: 3648 Block/Subdivision: Atlantic Beach Country Cl jb #of Units: 1 Total Stories: 1 Platbook: Builder Name: Dream Finders LLC Worst Case: No Street: Atlantic Beach Count Permit Office: Duval Rotate Angle: 0 County: Duval Jurisdiction: 261300 Cross Ventilation: No City, State,Zip: Atlantic Beach, FL 32097 Family Type: Single-Family Whole House Fan: No New/Existing: New(From Plans) Terrain: Ocean/Lake Year Construct: 2018 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-Jacksonville-In 1 34 99 70 75 995 60 Medium BLOCKS # Name Area Volume 1 2nd FL 1757.50 ft' 17575.00 ft' 2 1st FL 1914.00 ft2 19140.00 ft' SPACES # Area Volume Kitchen Occupants _ Bedrooms Infil ID Finished Cooled Heated 1 Bed 2 187.00 ft' 1870.00 ft' No 1 1 1 Yes Yes Yes 2 Owners 256.50 ft2 2565.00 ft' No 2 1 1 Yes Yes Yes 3 WIC 41.25 ft2 412.50 ft' No 0 0 1 Yes Yes Yes W 4 PDR 48.75 ft2 487.50 ft' No 0 0 1 Yes Yes Yes 5 WIC1 103.50 ft' 1035.00 ft' No 0 0 1 Yes Yes Yes 6 Kitchen 186.00 ft2 1860.00 ft' Yes 0 0 1 Yes Yes Yes 7 Office/Bedroom 177.75 ft2 1777.50 ft' No 1 1 1 Yes Yes Yes ft' 505.00 ft 8 Bath 2 50.50 ' No 0 0 1 Yes Yes Yes ft' 330.00 ft 9 Pant 33.00 ' No 0 0 1 Yes Yes Yes 10 Laundry 60.75 ft2 607.50 ft' No 0 0 1 Yes Yes Yes 11 Dining'I 155.25 ft2 1552.50 ft' No 0 0 1 Yes Yes Yes 12 Foyer 139.00 ft2 1390.00 ft' No 0 0 1 Yes Yes Yes ft' 330.00 ft 13 Bench 33.00 ' No 0 0 1 Yes Yes Yes 14 Stairs 35.75 ft2357.50 ft' No 0 0 1 Yes Yes Yes 15 WC 21.00 ft2 210.00 ft' No 0 0 1 Yes Yes Yes ft 16 Theater 265.00 ' 2650.00 ft' No 0 0 1 Yes Yes Yes ft 17 Loft 322.50 ' 3225.00 ft' No 0 0 1 Yes Yes Yes 18 Bed 3 156.00 ft' 1560.00 ft' No 1 1 1 Yes Yes Yes 19 wic3 30.00 ft2 300.00 ft' No 0 0 1 Yes Yes Yes 20 Bath 3 65.25 ft2 652.50 ft' No 0 0 1 Yes Yes Yes ft 21 Media 35.75 ' 357.50 ft' No 0 0 1 Yes Yes Yes 22 Bed 4 230.25 ft' 2302.50 ft' No 1 1 1 Yes Yes Yes 23 Bath 4 48.00 ft2 480.00 ft' No 0 0 1 Yes Yes Yes 24 WIC4 33.00 ft2 330.00 ft' No 0 0 1 Yes Yes Yes 25 Mech 29.25 ft2 292.50 ft' No 0 0 1 Yes Yes Yes 26 Hallway 2 77.25 ft2 772.50 ft' No 0 0 1 Yes Yes Yes 27 Wash/Dry 19.50 ft2 195.00 ft' No 0 0 1 Yes Yes Yes 28 Open To Below 77.00 ft2 770.00 ft' No 0 0 1 Yes Yes Yes 29 Stairs 2 32.00 ft2320.00 ft' No 0 0 1 Yes Yes Yes 30 Hall 149.75 ft2 1497.50 ft' No 0 0 1 Yes Yes Yes 31 Great Room 437.00 ft2 4370.00 ft' No 0 0 1 Yes Yes Yes 32 OBath 135.00 ft2 1350.00 ft' No 0 0 1 Yes Yes Yes -+�+- wr#gtiinutR 2018-Sep-13 16:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy(E) Florida 2017 Section 405.4.1 Compliant Software page 3 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 FLOORS ✓ # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Bgfloor,light dry soil,on grade depth Owners 35 ft 0 256.50 ft' 0 1.0 0 2 Bg floor,Ilght dry soil,on grade depth WIC 0 ft 0 41.25 ft' 0 1.0 0 3 Bg floor,light dry soil,on grade depth PWDR 8 ft 0 48.75 ft2 0 1.0 0 4 Bg floor,Ilght dry soil,on grade depth WIC1 0 ft 0 103.50 ft2 0 1.0 0 5 Bg floor,light dry soil,on grade depth Kitchen 16 ft 0 186.00 ft2 0 1.0 0 6 Bg floor,light dry soil,on grade depth Office/Bedroom 29 ft 0 177.75 ft' 0 1.0 0 7 Bg floor,Ilght dry soil,on grade depth Bath 2 8 ft 0 50.50 ft2 0 1.0 0 8 Bg floor,light dry soil,on grade depth Pant 0 ft 0 33.00 ft2 0 1.0 0 9 Bg floor,Ilght dry soil,on grade depth Laundry 0 ft 0 60.75 ft2 0 1.0 0 10 Bg floor,light dry soil,on grade depth Dining1 0 ft 0 155.25 ft' 0 1.0 0 11 Bg floor,light dry soil,on grade depth Foyer 7 ft 0 139.00 ft2 0 1.0 0 12 Bg floor,light dry soil,on grade depth Bench 0 ft 0 33.00 ft' 0 1.0 0 13 Bg floor,light dry soil,on grade depth Stairs 0 ft 0 35.75 ft2 0 1.0 0 14 Bg floor,light dry soil,on grade depth WC 0 ft 0 21.00 ft' 0 1.0 0 15 Flr floor,frm flr,6"thkns,carpet fir fnsh,r- Theater 6 ft 43 114.25 ft2 0 0 1.0 16 Flr floor,frm flr,6"thkns,carpet flr fnsh,r- Media 0 ft 43 22.00 ft' 0 0 1.0 17 Flr floor,frm flr,6"thkns,carpet flr fnsh,r- Bed 4 19 ft 43 230.25 ft' 0 0 1.0 18 Fir floor,frm flr,6"thkns,carpet flr fnsh,r- Bath 4 8 ft 43 48.00 ft2 0 0 1.0 19 Fir floor,frm fir,6"thkns,carpet flr fnsh,r- WIC4 12 ft 43 33.00 ft2 0 0 1.0 20 Fir floor,frm flr,6"thkns,carpet flr fnsh,r- Stairs 2 0 ft 43 8.75 ft2 0 0 1.0 21 Fir floor,frm fir 6"thkns,carpet flr fnsh,r- Hall 3 4 ft 43 17.50 ft2 0 0 1.0 22 Bg floor,light dry soil,on grade depth Hall 3 6 ft 0 28.00 ft2 0 1.0 0 23 Bg floor,light dry soil,on grade depth Great Room 41 ft 0 437.00 ft2 0 1.0 0 24 Bg floor,light dry soil,on grade depth OBath 13 ft 0 135.00 ft2 0 1.0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch ✓ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip RoofMetal 104 ft2 Dark 0.75 No 0.90 No 0 23 2 Hip RoofMetal 1903 ft2 Dark 0.75 No 0.90 No 0 23 3 Hip RoofMetal 714 ft2 Dark 0.75 No 0.90 No 0 23 ATTIC ✓ # Type--- Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 95.75 ft2 N N 2 Full attic Vented 300 1756.50 ft2 N N 3 Full attic Vented 300 659.25 ft2 N N CEILING ✓ # Ceiling Type Space R-Value Area Framing Fraction_____Truss Type 1 Attic ceiling,mtl roof mat,r-19 ce Bed 2 19 13.50 ft2 0.10 - 2 Attic ceiling,mtl roof mat,r-38 ce Bed 2 38 172.50 ft2 0.10 - 3 Attic ceiling,m roof mat,r-38 ce Owners 38 182.25 ft2 0.10 - 4 Attic ceiling,mtl roof mat,r-38 ce PWDR 38 48.75 ft2 0.10 - 5 Attic ceiling,mtl roof mat,r-38 ce Office/Bedroom 38 110.00 ft2 0.10 - 6 Attic ceiling,mtl roof mat,r-38 ce Bath 2 38 10.50 ft2 0.10 - 7 Attic ceiling,mtl roof mat,r-19 ce Theater 19 7.50 ft2 0.10 - 8 Attic ceiling,mtl roof mat,r-38 ce Theater 38 257.50 ft2 0.10 - 9 Attic ceiling,mtl roof mat,r-38 ce Loft 38 322.50 ft2 0.10 - 10 Attic ceiling,m roof mat,r-19 ce Bed 3 19 12.25 ft2 0.10 - 11 Attic ceiling,mtl roof mat,r-38 ce Bed 3 38 143.75 ft2 0.10 - 12 Attic ceiling,mtl roof mat,r-19 ce wic3 19 3.00 ft2 0.10 - 13 Attic ceiling,mtl roof mat,r-38 ce wic3 38 27.00 ft2 0.10 - 14 Attic ceiling,mtl roof mat,r-19 ce Bath 3 19 5.00 ft2 0.10 - 15 Attic ceiling,mtl roof mat,r-38 ce Bath 3 38 60.25 ft2 0.10 - 16 Attic ceiling,m roof mat,r-38 ce Media 38 35.75 ft2 0.10 - 17 Attic ceiling,mtl roof matr-19 ce Bed 4 19 8.79 ft2 0.10 - 18 Attic ceiling,mtl roof mat,,r-38 ce Bed 4 38 221.46 ft2 0.10 - 19 Attic ceiling,mtl roof mat,r-19 ce Bath 4 19 4.00 ft2 0.10 - 20 Attic ceiling,mtl roof mat,r-38 ce Bath 4 38 44.00 ft2 0.10 - 21 Attic ceiling,mtl roof mat,r-19 ce WIC4 19 5.50 ft2 0.10 - 22 Attic ceiling,mtl roof mat,r-38 ce WIC4 38 27.50 ft2 0.10 - 23 Attic ceiling,mtl roof mat,r-38 ce Mech 38 29.25 ft2 0.10 - 24 Attic ceiling,mtl roof mat,r-38 ce Hallway 2 38 77.25 ft2 0.10 - 25 Attic ceiling,mtl roof mat,r-38 ce Wash/Dry 38 19.50 ft2 0.10 - 26 Attic ceiling,mtl roof mat,r-38 ce Open To Below 38 77.00 ft2 0.10 - 27 Attic ceiling,mtl roof mat,r-38 ce Stairs 2 38 32.00 ft2 0.10 - 28 Attic ceiling,mtl roof mat,r-19 ce Hall 3 19 16.25 ft2 0.10 - 29 Attic ceiling,mtl roof mat,r-38 ce Hall 3 38 133.50 ft2 0.10 - 30 Attic ceiling,mtl roof mat,r-38 ce Great Room 38 307.75 ft2 0.10 - - wriyF�taadit 2018-Sep-13 16:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Flonda 2017 Section 405.4.1 Compliant Software Page 4 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJS Front Door faces: E FORM R405-2017 WALLS rAdjacent Cavity Width Height Sheathing Framing Solar Below # Ornt To Wall Type Space R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 1 S Exterior Frm wall,vnl ext Bed 2 19 12 0 10 0 120.0 ft' 0 0.25 0.75 0 2 W Exterior Frm wall,vnl ext Bed 2 19 15 6 10 0 155.0 ft2 0 0.25 0.75 0 3 N Exterior Frm wall,vnl ext Owners 19 19 0 10 0 190.0 ft2 0 0.25 0.75 0 4 S Exterior Frm wall,vni ext Owners 19 2 0 10 0 20.0 ft2 0 0.25 0.75 0 5 W Exterior Frm wall,vnl ext Owners 19 13 6 10 0 135.0 ft2 0 0.25 0.75 0 6 W Exterior Frm wall,vnl ext PWDR 19 7 6 10 0 75.0 ft2 0 0.25 0.75 0 7 S Exterior Frm wall,vnl ext Kitchen 19 15 6 10 0 155.0 ft2 0 0.25 0.75 0 8 N Exterior Frm wall,vnl ext Office/Bedroom 19 2 6 10 0 25.0 ft2 0 0.25 0.75 0 9 E Exterior Frm wall,vnl ext Office/Bedroom 19 12 0 10 0 120.0 ft2 0 0.25 0.75 0 10 S Exterior Frm wall,vnl ext Office/Bedroom 19 14 6 10 0 145.0 ft2 0 0.25 0.75 0 11 S Exterior Frm wall,vnl ext Bath 2 19 8 0 10 0 80.0 ft2 0 0.25 0.75 0 12 - Partition Frm wall,3/8"wo Laundry 19 14 6 10 0 145.0 ft2 0 0.25 0.75 0 13 E Exterior Frm wall,vnl ext Foyer 19 7 0 10 0 70.0 ft2 0 0.25 0.75 0 14 Partition Frm wall,3/8"wo Foyer 19 7 6 10 0 75.0 ft2 0 0.25 0.75 0 15 Partition Frm wall,3/8"wo Bench 19 2 0 10 0 20.0 ft2 0 0.25 0.75 0 16 Partition Frm wall,3/8"wo Stairs 19 12 0 10 0 120.0 ft2 0 0.25 0.75 0 17 Partition Frm wall,3/8"wo WC 19 3 6 10 0 35.0 ft2 0 0.25 0.75 0 18 N Exterior Frm wall,vnl ext Theater 19 15 0 10 0 150.0 ft2 0 0.25 0.75 0 19 E Exterior Frm wall,vnl ext Loft 19 7 6 10 0 75.0 ft2 0 0.25 0.75 0 20 S Exterior Frm wall,vnl ext Loft 19 15 6 10 0 155.0 ft2 0 0.25 0.75 0 21 N Exterior Frm wall,vnl ext Bed 3 19 12 0 10 0 120.0 ft2 0 0.25 0.75 0 22 W Exterior Frm wall,vnl ext Bed 3 19 13 0 10 0 130.0 ft2 0 0.25 0.75 0 23 W Exterior Frm wall,vnI ext wic3 19 6 0 10 0 60.0 ft2 0 0.25 0.75 0 24 W Exterior Frm wall,vnl ext Bath 3 19 10 0 10 0 100.0 ft2 0 0.25 0.75 0 25 N Exterior Frm wall,vnl ext Bed 4 19 1 6 10 0 15.0 ft2 0 0.25 0.75 0 26 E Exterior Frm wall,vnl ext Bed 4 19 16 0 10 0 160.0 ft2 0 0.25 0.75 0 27 S Exterior Frm wall,vnl ext Bed 4 19 1 6 10 0 15.0 ft2 0 0.25 0.75 0 28 N Exterior Frm wall,vnl ext Bath 4 19 8 0 10 0 80.0 ft2 0 0.25 0.75 0 29 N Exterior Frm wall,vnl ext WIC4 19 5 6 10 0 55.0 ft2 0 0.25 0.75 0 30 E Exterior Frm wall,vnl ext WIC4 19 6 0 10 0 60.0 ft2 0 0.25 0.75 0 31 N Exterior Frm wall,vnl ext Hall 3 19 2 6 10 0 25.0 ft2 0 0.25 0.75 0 32 E Exterior Frm wall,vnl ext Hall 3 19 15 0 10 0 150.0 ft2 0 0.25 0.75 0 33 S Exterior Frm wall,vnl ext Hall 3 19 15 6 10 0 155.0 ft2 0 0.25 0.75 0 34 S Exterior Frm wall,vnl ext Great Room 19 17 0 10 0 170.0 ft2 0 0.25 0.75 0 35 W Exterior Frm wall,vnl ext Great Room 19 23 6 10 0 235.0 ft2 0 0.25 0.75 0 36 N Exterior Frm wall,vnl ext OBath 19 13 0 10 0 130.0 ft2 0 0.25 0.75 0 37 - Partition Frm wall,3/8"wo OBath 19 8 6 10 0 85.0 ft2 0 0.25 0.75 0 DOORS Width Height # Ornt Door Type Space Storms U-Value Ft In Ft In Area 1 N Door,mtl fbrgl type Laundry None 0.600 3 0 8 0 24.0 ft2 2018-Sep-13 16:20:06 Comfort Builder by Wnghtsoft 18.0.20.01 RSU12270 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 5 ...Builders\Dream Finders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E i FORM R405-2017 WINDOWS Wall Overhang Interior # Ornt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.360 0.23 No 15.Oft2 1 ft 4 in 1 ft 0 in None indoor 2 W 2 Vinyl Low-E Double Yes 0.360 0.23 No 7.2 ft2 1 ft 4 in 1 ft 0 in None indoor 3 N 3 Vinyl Low-E Double Yes 0.360 0.23 No 3.8 ft2 1 ft 4 in 1 ft 0 in None indoor 4 N 3 Vinyl Low-E Double Yes 0.360 0.23 No 4.Oft2 1 ft 4 in 1 ft 0 in None indoor 5 N 3 Vinyl Low-E Double Yes 0.360 0.23 No 8.3ft2 1 ft 4 in 1 ft 0 in None indoor 6 W 5 Vinyl Low-E Double Yes 0.360 0.23 No 25.8ft2 12 ft 7 in 1 ft 0 in None indoor 7 W 5Vinyl Low-E Double Yes 0.360 0.23 No 15.Oft2 12 ft 7 in 1 ft 0 in None indoor 8 W 6 Vinyl Low-E Double Yes 0.360 0.23 No 21.3ft2 14 ft 10 in 1 ft 0 in None indoor 9 S 7 Vinyl Low-E Double Yes 0.360 0.23 No 20.5ft2 1 ft 4 in 1 ft 0 in None indoor 10 E 9 Vinyl Low-E Double Yes 0.360 0.23 No 28.9ft2 1 ft 4 in 1 ft 0 in None indoor 11 S 10 Vinyl Low-E Double Yes 0.360 0.23 No 20.Oft2 1 ft 4 in 1 ft 0 in None indoor 12 S 11Vinyl Law-E Double Yes 0.360 0.23 No 1 O.Oft2 1 ft 4 in 1 ft 0 in None indoor 13 E 13 Vinyl Low-E Double Yes 0.360 0.23 No 43.3ft2 7 ft 6 in 1 ft 0 in None indoor 14 N 18 Vinyl Low-E Double Yes 0.360 0.23 No 30.Oft2 1 ft 4 in 1 ft 0 in None indoor 15 E 19 Vinyl Low-E Double Yes 0.620 0.25 No 16.Oft2 10 ft 6 in 1 ft 0 in None indoor 16 S 20 Vinyl Low-E Double Yes 0.360 0.23 No 30.8 ft2 1 ft 4 in 1 ft 0 in None indoor 17 N 21 Vinyl Low-E Double Yes 0.360 0.23 No 15.Oft2 1 ft 4 in 1 ft 0 in None indoor 18 W 22 Vinyl Low-E Double Yes 0.360 0.23 No 7.5 ft2 1 ft 4 in 1 ft 0 in None indoor 19 E 26 Vinyl Low-E Double Yes 0.360 0.23 No 7.9ft2 1 ft 4 in 1 ft 0 in None indoor 20 E 26 Vinyl Low-E Double Yes 0.360 0.23 No 8.3ft2 1 ft 4 in 1 ft 0 in None indoor 21 E 26 Vinyl Low-E Double Yes 0.360 0.23 No 10.Oft2 1 ft 4 in 1 ft 0 in None indoor 22 E 26 Vinyl Low-E Double Yes 0.360 0.23 No 15.Oft2 1 ft 4 in 1 ft 0 in None indoor 23 N 28 Vinyl Low-E Double Yes 0.360 0.23 No 4.Oft2 1 ft 4 in 1 ft 0 in None indoor 24 E 30 Vinyl Low-E Double Yes 0.360 0.23 No 10.Oft2 1 ft 4 in 1 ft 0 in None indoor 25 E 32 Vinyl Low-E Double Yes 0.360 0.23 No 12.1 ft2 1 ft 4 in 1 ft 0 in None indoor 26 E 32 Vinyl Low-E Double Yes 0.360 0.23 No 12.9ft2 1 ft 4 in 1 ft 0 in None indoor 27 E 32 Vinyl Low-E Double Yes 0.360 0.23 No 26.7 ft2 1 ft 4 in 1 ft 0 in None indoor 28 S 33 Vinyl Low-E Double Yes 0.360 0.23 No 17.6 ft2 8 ft 0 in 1 ft 0 in None indoor 29 S 33 Vinyl Low-E Double Yes 0.360 0.23 No 12.5 ft2 1 ft 4 in 1 ft 0 in None indoor 30 S 33 Vinyl Low-E Double Yes 0.360 0.23 No 25.8 ft2 8 ft 0 in 1 ft 0 in None indoor 31 S 34 Vinyl Low-E Double Yes 0.360 0.23 No 10.Oft2 1 ft 4 in 1 ft 0 in None indoor 32 S 34 Vinyl Law-E Double Yes 0.360 0.23 No 10.8 ft2 1 ft 4 in 1 ft 0 in None indoor 33 W 35 Vinyl Low-E Double Yes 0.620 0.25 No 128 ft2 14 ft 6 in 1 ft 0 in None indoor 34 N 36 Vinyl Low-E Double Yes 0.360 0.23 No 4.2 ft2 1 ft 4 in 1 ft 0 in None indoor 35 N 36 Vinyl Low-E Double Yes 0.360 0.23 No 4.3 ft2 1 ft 4 in 1 ft 0 in None indoor 2 GARAGE ✓ # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation _ 1 543 ft2 543 ft2 54 ft loft 19 INFILTRATION # Scogpe Method SLA CFM 50 ELA EgLA- ACH ACH 50 1 Wholehouse Blower Door 0.000449 4283 235.6 442.5 0.68 7.00 HEATING SYSTEM 1 # System Type Subtype Efficiency Capacity Block Ducts 1 Split air source heat pump HSPF:9.0 33.0 kBtu/hr 1 sys#1 2 Slit air source heat um HSPF:9.0 33.0 kBtu/hr 2 s s#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity _ Air Flow SHR Block Ducts 1 Split air,source heat pump SEER: 16.0 34.8 kBtu/hr 1160 cfm 0.70 1 sys#1 2 Slit air source heat um SEER: 16.0 34.8 kBtu/hr 1160 cfm 0.70 2 s s#2 HOT WATER SYSTEM 1 # System Type Subtype Location EF Cap Use SetPnt Conservation 1 Gas instantaneous 0.82 0 gal 80 gal 120°F None DUCTS -------- Suppply --------- ------- Return------- Air CFM 25 Percent HVAC# # Location R-Value Area Location Area Leakage Type Handler Out Leakage QN RLF Heat Cool 1 2nd FL Attic 6.0 284 ft2 2nd FL Attic 152 ft2 Default Leakage 2nd FL (Default) 6.00 1 1 2 1 st FL Attic 6.0 533 ft2 1 st FL Attic 223 ft2 Default Leakage 2nd FL (Default) 6.00 2 2 -�'}►- wriyF+tsotF[ 2018-Sep-1316:20:06 - - Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 6 Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 TEMPERATURES Programmable Thermostat: Ceiling Fans: CoolingI X ]Jan I X1 Feb I X] Mar I X] A r IX] Ma I X] Jun I X] Jul [ X] Au I X] Se I X] Oct ( X] Nov [ X] Dec HeatinX ]Jan X] Feb X] Mar X] Apr X] May X] Jun X] Jul [ X] AuX] Sep X] Oct [ X] NovX] Dec Ventin X Jan X Feb X1 Mar X1 Apr X]]]]] May X1]111 Jun X1 Jul [ X1 Aug X1 Se X) Oct [ X1 Nov [ X) Dec Thermostat Schedule: Florida Building Code,6th Edition Hours Schedule Type _ _ 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 - - wriy►�tsoft- 2018-Sep-13 16:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Flonda 2017 Section 405.4.1 Compliant Software Page 7 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX=89 The lower the EnergyPerformance Index,the more efficient the home. Atlantic Beach Country Club, Atlantic Beach, FL 32097 1. New home or addition New(From Plans) 12. Ducts, location &insulation level 2. Single-family or multiple-family Single-Family a. Supply ducts: 6.0 3. Number of units, if multiple-family 1 b. Return ducts: 6.0 4. Number of bedrooms 5 c. AHU location: 2nd FL 5. Is this a worst case? (yes/no) No 13. Cooling systems Capacity: 34.8 6. Conditioned floor area (ftJ 3648.00 a. Split system: SEER: 16.00 7.Windows,type and area" b. Single package: SEER: a. U-Factor: Dbl, 0.360 c. Ground/water source: COP: b. Solar Heat Gain Coefficient(SHGC): 0.23 d. Room unit/PTAC: EER: c.Area (ft) 506.82 e. Other: 8. Skylights 14. Heating systems Capacity: 33.0 a. U-Factor: Dbl, 0.620 a. Split system heat pump: HSPF: 9.00 b. Solar Heat Gain Coefficient(SHGC): 0.25 b. Single package heat pump: HSPF: 9. Floor type, insulation level c. Electric resistance: COP: a. Slab-on-grade (R-value): 0.0 d. Gas furnace, natural gas: AFUE: b. Wood, raised (R-value): 43.0 e. Gas furnace, LPG: AFUE: c. Concrete, raised (R-value) f. Other: 10 Wall type and insulation: 15.Water heating systems a. Exterior: a. Electric resistance: EF: 1. Wood frame (Insulation R-value): 19 b. Gas fired, natrual gas: EF: 0.820 2. Masonry(Insulation R-value): c. Gas fired, LPG: EF: b. Adjacent: d. Solar system with tank: EF: 1. Wood frame (Insulation R-value): 19 e. Dedicated heat pump with tank: EF: 2. Masonry(Insulation R-value): f. Heat recovery unit: HeatRec: 11. Ceiling type and insulation level g. Other: a. Under attic(R-value): 19.0 16. HVAC credits claimed (Performance Method) b. Single assembly(R-value): 38.0 a. Ceiling fans: c. Knee walls/skylight walls (R-value) b. Cross ventilation: d. Radiant barrier installed c.Whole house fan: d. Multizone cooling credit: e. Multizone heating credit: f. Programmable thermostat: *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 features. Builder Signature: Date: Ll-pa-�g Address of New Home: 1�°�1� �0�; ;rte �� City/FL Zip:u�, , ,3CAA ,3z -p4a- 2018-Sep-1316:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energys Florida 2017 Section 405.4.1 Compliant Software page 8 ...Builders\Dream Finders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 Florida Dep�artmentofBusiness and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Atlantic Beach Country Club PERMIT#: Atlantic Beach, FL 32097 MANDATORY REQUIREMENTS -See individual code sections for full details. SECTION R401 GENERAL R401.2 Projects shall comply with one of the following: 2.Section R405 and the provissions of Section R401 through R404 labeled"Mandatory". 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 verity 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. R402.4 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 comp ry with Section C402.5. 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 w ith 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. 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 closed,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 closed,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 closed 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. 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. R402.4.3 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 AAMANVDMA/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. -#Jj.. wriyticsoi`t 2018-Sep-1316.20:06 Comfort Builder by Wrighlsoft 18.0.20.01 RSU12270 Right-Energy® Florida 201 7 Section 405.4.1 Compliant Software page 9 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 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. R403.1 Controls SECTION R403 SYSTEMS R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 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(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 handier. 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. 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 w.g.(25 Pa)across the system,including the manufacturer's air handier 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 manufacturer's air handier 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. 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(4 VC) or below 55°F(13°C)shall be insulated to a minimum of R-3. R403.4.1 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. 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 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. +�+- wrig►-�csoF[ 2018-Sep-13 16:20:06 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 10 ...Builders\Dream Finders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 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 f rom 100°F to 140°F(38°C to 60°C). R403.5.6.1.2 shut down. A separate switch or a clearly 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 burner(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 close 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 for Acceptable Indoor Air 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). 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 CFM/WATT CFM Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom, utility room F90 2.8 cfm/watt Any For SI: 1 cfm-28.3 L/min. (a)When tested in accordance HVI Standard 916 -4'JA- wripFs<svf� 2018-Sep-13 16:20:06 - I Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energye Florida 2017 Section 405.4.1 Compliant Software Page 11 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 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 manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI 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. 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. 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 systemw hen the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that w ill allow shutoff w hen 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. 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 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 after April 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. wriy►+csof[- 2018-Sep-1316:20:06 - Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software page 12 ...Builders\DreamFinders2alupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 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 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. 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. 444- wriflFs[ioft' 2018-Sep-1316:2006 Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Flonda 201 7 Section 405.4.1 Compliant Software page 13 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Zalupski Builder Name Dream Finders LLC Street: Atlantic Beach Country Club Permit Office: Duval City,State,Zip: Atlantic Beach FL 32097 Permit Number: Owner: ZaluPsk'Residence Jurisdiction: 261300 Design Location: FL,Jacksonville NAS COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the pp requirements building envelope.The exterior thermal envelope Air-permeable insulation shall not be used as a re q contains a continuous barrier.Breaks or joints in the 9 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. 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. 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 airtight 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. 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. - - wriflticsoPt' 2018-Sep-1316:20:06 - - - - - Comfort Builder by Wrightsoft 18.0.20.01 RSU12270 Right-Energy® Flonda 2017 Section 405.4.1 Compliant Software page 14 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Methods Project Name: Zalupski Builder Name: Dream Finders LLC �1�,ltate,� Att anjlc Reac�i C��u3p�r�9C�lub Permll Pffict: Duval Zip: At�an Ic eac_ Perml um er: esgn Location: FL, Jacksonville NAS Jurisdiction: 261300 Cond. Floor Area: 3648 ft Cond. Volume: 36715 ft' Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Single or ulti PoinLTesLData: _ _ Required ACH(50)from nLISE PRESSURE EI QW — FORM R405-2017: Pa cfm 2 Pa cfm Tested ACH(50)*: 4 Pa cfm _ 'Tested leakage must be less than or equal to the required ACH(50)shown on Form R405-2017 for this building. If the 5 Pa cfm_ tested ACH(50)is less than 3,the building must have a 6 - ___ Pa mechanical ventilation system. _. —---_ efiil 402.4.1.2 Testing option. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2.Testing shall be conducted with a blower door at a pressure of 0.2 Inches w.g.(50 Pascals). Testing shall 6e 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) (o),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 tithe co a 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,backdraft and flue dampers shall be closed,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 closed and sealed, 5.Heating and cooling systems,if installed at the time of the test, shall be turned off;and 6.Supply and return registers,If Installed at the time of the test,shall be fully open. I herby certify that the above envelope leakage Testing shall be conducted by eithero�tOESrjj, performance results demonstrate compliance with individuals as defined in Section Florida Energy Code requirements in accordance 553.993(5) or(7), Florida Statutes with Section R402.4.1.2. or individuals licensed as set forth in Section 489.105(3)(f), (g), or(i) or a p an approved third party.A written Q i report of the results of the test shall Signature: be signed by the party conducting �Cpb WE the test and provided to the code Printed Name: official. DATE: BUILDING OFFICIAL: DATE: -440- wriphtrott 2018-Sep-1316:20:06 Comfort Builder by Wrighlsofl 18.0.20.01 RSU12270 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 15 ...Builders\DreamFinders2alupski Res-Lot 136.rup Calc=W8 Front Door faces: E ProProject Summary Job: Lot 136 J 1 Date: 9/11/18 1st FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone.904-278-0339 Fax:904-278-0366 Email.sspurlock@mcgowansaccom Web.www.mcgowansac.com License.CM... Proeect Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Notes: Zalupski Residence Atlantic Beach Country Club Lot 136 Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 34 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 37 of Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 24500 Btuh Structure 20703 Btuh Ducts 3139 Btuh Ducts 4037 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27639 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 23804 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/4283 cfm Structure 5479 Btuh Ducts 692 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft') 1969 1969 Equipment latent load 8171 Btuh Volume (ft) 19140 19140 Air changes/hour 0.60 0.38 Equipment Total Load (Sen+Lat) 31975 Btuh Equiv.AVF (cfm) 191 121 Req. total capacity at 0.70 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 Coil TEM6AOC36H31++TDR AH R I ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 24360 Btuh Heating output 33000 Btuh @ 47°F Latent cooling 10440 Btuh Temperature rise 26 °F Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.80 Capacitybalance point=29°F Backup: Input=8 kW, Output=27565 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriyhtsottt 2018-Nov-2012:10:57 Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 Builders\DreamFindersvalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E Project SummarJob: 1 Summary 9/1 Date: 9/1111 8 1 '7 8 36 2nd FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:sspurlock@mcgowansac.com Web:www.mcgowansac.com License:CM... Promect Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Notes: Zalupski Residence Atlantic Beach Country Club Lot 136 Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 34 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 37 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 18637 Btuh Structure 18466 Btuh Ducts 3063 Btuh Ducts 3911 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 21700 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 22377 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/4283 cfm Structure 6203 Btuh Ducts 684 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1679 1679 Equipment latent load 6887 Btuh Volume (it) 17575 17575 Air changes/hour 0.75 0.47 Equipment Total Load (Sen+Lat) 29264 Btuh Equiv. AVF (cfm) 219 139 Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 Coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 24360 Btuh Heating output 33000 Btuh @ 47°F Latent cooling 10440 Btuh Temperature rise 26 °F Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.053 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.76 Capacitybalance point=23°F Backup: Input=6 kW, Output=20708 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriWhtsoft 2018-Nov-2012:10:57 Comfort Builder by Wrightsoft 18.0.31 RSLl12270 Page 2 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E First Floor PWDF 12 x 6 7�� Owner 8 x 4 4" 24x1 7" Great Root 14" 10x6 10x6 12x6 6" 6„ 7.. WI 84' 18 x 18 12" 14^ —F' Kitchel 10x6 Dininq' OBatt 6" 10x6 WIC" 5' 16" 8 x 4 4' 10" 844 10x 6 WC 10 x 6 Laundr 10x6 Foye 8 x 4 5" 4' Bath Pant Bend 8xj j 114 4' t�j Stair. 12x1 10" x6 8" Garag( Office/Bedrooi Storagt Job#: Lot 136 McGowan's Heating & Air Conditionir Scale: 1 : 86 Performed by Scott Spurlock for: Page 1 Zalupski Residence 11320E Phillips Parkway Dr Comfort Builder by Wrightsoft 360 Corporate Way,Suite 100 Jacksonville,FI 32073 18.0.31 RSU12270 Orange Park,FL 32073 Phone:904-278-0339 Fax:904-278-0366 2018-Nov-20 12:12:10 Phone:(904)644-7670 Fax:(904)239-3003 www.mcgowansac.com sspurlock@mcgowansac.com ...inders\Zalupski Res-Lot 136.rup r-asey.conner@dreamfinders.com N Second Floor wic3 Bath: 8 x 4 Bed 2 4" Bed? 12x6 x4 7" 4" Was Dn 12x6 7" 12 x 12 10 16" 91, Hallway 12 x 12 attic 91, I�I�ch 10x6 10x6 6„ 6 10x6 Theate :� 8 6' 14 Loll 12 x 12 12" 10" 8 x 4 4" 0 x 6 M k 6' 12x6 7 8 x 4 12 x 12 10 x 6 10x6 4 Open To Belc 101, 6" 6" Bath i Stairs. Bed i WICI Hall: 8 x 4 4' Job#: Lot 136 McGowan's Heating & Air Conditionir Scale: 1 : 86 Performed by Scott Spurlock for: Page 2 Zalupski Residence 11320 E. Phillips Parkway Dr. Comfort Builder by Wrightsoft 360 Corporate Way,Suite 100 Jacksonville,FI 32073 18.0.31 RSU12270 Orange Park,FL 32073 Phone:904-278-0339 Fax:904-278-0366 2018-Nov-20 12:12:10 Phone:(904)644-7670 Fax:(904)239-3003 www.mcgowansac.com sspurlock@mcgowansac.com inders\Zalupski Res-Lot 136.rup casey.conner@dreamfinders.com Manual S Compliance Report Job: Lot136 TIN Date: 9/11/181st FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E Phillips Parkway Dr.,Jacksonville,FI 32073 Phone.904-278-0339 Fax 904-278-0366 Email'.sspurlock@mcgowansac com Web.www.mcgowansac.com License.CM... Project Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Cooling Equipment Design Conditions Outdoor design DB: 99.3°F Sensible gain: 23804 Btuh Entering coil DB: 75.7°F Outdoor design WB: 80.0°F Latent gain: 8171 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 31975 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Sensible capacity: 24360 Btuh 102%of load Latent capacity: 10440 Btuh 128%of load Total capacity: 34800 Btuh 109%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 33.5°F Heat loss: 27639 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Output capacity: 33000 Btuh 1191/6 of load Capacity balance: 29 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 8.1 kW 100% of load Temp. rise: 51 °F Meets all requirements of ACCA Manual S. t * wrightso}`t' 2018-Nov-2012:10:57 .._.. w. Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 7*k7 Manual S Compliance Report Job: Lot136 Date: 9111118 2nd FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone.904-278-0339 Fax 904-278-0366 Email sspurlock@mcgowansaccom Web.www.mcgowansac.com License:CM... Project Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Cooling Equipment Design Conditions Outdoor design DB: 99.3°F Sensible gain: 22377 Btuh Entering coil DB: 75.7°F Outdoor design WB: 80.0°F Latent gain: 6887 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 29264 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Sensible capacity: 24360 Btuh 109% of load Latent capacity: 10440 Btuh 152% of load Total capacity: 34800 Btuh 1191/oof load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 33.5°F Heat loss: 21700 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Output capacity: 33000 Btuh 152%of load Capacity balance: 23 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 6.1 kW 95% of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. w N9ht voft- 2018-Nov-20 12:10:57 /1M Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 2 .Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E Duct System Summa Job: Lot136 Date: 9/11/18 1st FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone:904-278-0339 Fax:904278-0366 Email:sspurlock@mcgowansac com Web www mcgowansac com License.CM... Project • • For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.254/0.136 in H2O 0.254/0.136 in H2O Lowest friction rate 0.085 in/100ft 0.085 in/100ft Actual air flow 1160 cfm 1160 cfm Total effective length (TEL) 457 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (Cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 2 h 1127 47 24 0.097 4.0 Ox 0 VIFx 47.5 215.0 st7 Bench h 168 7 4 0.128 4.0 Ox 0 VIFx 28.5 170.0 stl Diningl C 345 0 16 0.127 6.0 Ox 0 VIFx 30.0 170.0 stl Foyer h 1826 77 52 0.094 6.0 Ox 0 VIFx 54.9 215.0 st7 Great Room C 4270 179 200 0.120 6.0 Ox 0 VIFx 42.5 170.0 stl Great Room-A C 4270 179 200 0.132 6.0 Ox 0 VIFx 32.0 160.0 stl Kitchen C 2351 91 110 0.128 6.0 Ox 0 VIFx 28.0 170.0 stl Laundry C 1387 39 65 0.122 5.0 Ox 0 VIFx 33.0 175.0 SO OBath h 2054 86 60 0.086 5.0 Ox 0 VIFx 69.5 225.0 st6 Office/Bedroom h 4315 181 155 0.097 8.0 Ox 0 VIFx 48.0 215.0 st7 Owners h 2587 109 98 0.115 7.0 Ox 0 VIFx 51.5 170.0 st5 owners-A h 2587 109 98 0.113 7.0 Ox 0 VIFx 54.5 170.0 st5 PWDR h 1242 52 41 0.110 4.0 Ox 0 VIFx 55.1 175.0 st5 Pant-A C 345 0 16 0.097 4.0 Ox 0 VIFx 46.5 215.0 st7 WC h 98 4 3 0.086 4.0 Ox 0 VIFx 76.5 220.0 st6 wlc C 1 0 0 0.109 4.0 Ox 0 VIFx 58.5 175.0 st5 wlcl c 345 0 16 0.085 4.0 Ox 0 VIFx 77.5 220.0 st6 wrightsott• 2016-Nov-2012:1057 /M --" .___ Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 Builders\DreamFinders2alupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E Supply Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st6 Peak AVF 90 79 0.085 338 7.0 0 x 0 VinlFlx st5 st5 Peak AVF 360 317 0.085 458 12.0 0 x 0 VinlFlx st1 st7 Peak AVF 305 247 0.094 559 10.0 0 x 0 VinlFlx st1 st1 Peak AVF 1160 1160 0.085 1085 14.0 0 x 0 VinlFlx TableReturn Branch Detail 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) Matl Trunk rb5 Ox 0 240 195 156.5 0.087 224 14.0 Ox 0 VIFx rt3 rb9 Ox 0 610 666 159.0 0.085 623 14.0 Ox 0 VIFx rt3 rb3 Ox 0 311 299 136.0 0.100 569 10.0 Ox 0 VIFx rt1 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt3 Peak AVF 849 861 0.085 617 16.0 0 x 0 VinlFlx rt1 rt1 Peak AVF 1160 1160 0.085 656 18.0 0 x 0 VinlFlx wrightsef - 2018-Nov-2012:10:57 .��t.'�C� ... - Comfort Builder by Wnghtsoft 18.0.31 RSU12270 Page 2 ...Builders�DreamFinders�Zalupski Res-Lot 136.rup Calc=MJB Front Door faces: E Duct System Summar Job: Lot136 Y Date: 9/11/18 2nd FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E Phillips Parkway Dr.,Jacksonville,FI 32073 Phone.904-278-0339 Fax 904-278-0366 Email.sspurlock@mcgowansaccom Web.www.mcgowansaccom License:CM... Project Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.251 /0.139 in H2O 0.251 /0.139 in H2O Lowest friction rate 0.190 in/100ft 0.190 in/100ft Actual air flow 1160 cfm 1160 cfm Total effective length (TEL) 205 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (Cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 3 h 979 52 38 0.212 4.0 Ox 0 VIFx 18.1 100.0 st4 Bath 4 h 832 44 29 0.201 4.0 Ox 0 VIFx 24.7 100.0 st2 Bed 2 h 2885 154 147 0.191 7.0 Ox 0 VIFx 26.3 105.0 st4 Bed 3 C 2860 141 148 0.210 7.0 Ox 0 VIFx 14.6 105.0 st4 Bed 4 C 2024 94 105 0.207 6.0 Ox 0 VIFx 21.4 100.0 st2 Bed 4-A C 2024 94 105 0.208 6.0 Ox 0 VIFx 20.6 100.0 st2 Loft h 2018 108 100 0.208 6.0 Ox 0 VIFx 15.4 105.0 st3 Loft-A h 2018 108 100 0.197 6.0 Ox 0 VIFx 22.5 105.0 st3 Media-A C 440 3 23 0.205 4.0 Ox 0 VIFx 17.7 105.0 st3 Open To Below-A h 2933 157 143 0.203 7.0 Ox 0 VIFx 18.7 105.0 st3 Theater C 1265 56 66 0.206 6.0 Ox 0 VIFx 21.7 100.0 st2 Theater-A c 1265 56 66 0.225 6.0 Ox 0 VIFx 16.5 95.0 st2 WIC4 h 1183 63 51 0.190 4.0 Ox 0 VIFx 32.0 100.0 st2 wic3 C 735 30 38 0.212 4.0 Ox 0 VIFx 13.4 105.0 st4 SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (Cfm) (Cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 406 421 0.190 537 12.0 0 x 0 VinlFlx st3 Peak AVF 376 367 0.197 478 12.0 0 x 0 VinlFlx st4 Peak AVF 378 371 0.191 693 10.0 0 x 0 VinlFlx wrightsot[. 2018-Nov-20 12:10:57 Ars\ Comfort Builder by Wrighisoft 18.0.31 RSU12270 Page 3 ...Builders\DreamFindeZalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E 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) Matl Trunk rb1 Ox 0 279 287 49.0 0.284 205 16.0 Ox 0 VIFx rb4 Ox 0 215 232 67.8 0.205 525 9.0 Ox 0 VIFx rt2 rb7 Ox 0 108 80 69.1 0.201 198 10.0 Ox 0 VIFx rt2 rb2 Ox 0 243 275 62.8 0.222 505 10.0 Ox 0 VIFx rt2 rb6 Ox 0 314 286 73.1 0.190 712 9.0 Ox 0 VIFx rt2 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (Cfm) (Cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 881 873 0.190 824 14.0 0 x 0 VinlFlx wrightsoft. 2018-Nov-2012:10:57 _., ....,. .__. Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 4 Builders\DreamFinders2alupski Res-Lot 136.rup Calc=M,18 FrontDoorfaces: E Static Pressure and Friction Rate Job: Lot136 Date: 9/11/18 1st FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone:904-278-0339 Fax 904-278-0366 Email:sspurlock@mcgowansac.com Web:www.mcgowansac.com License:CM... Project • • For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com AvailablePressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0.06 0.0E Heat exchanger 0 0 Supply diffusers 0.02 0.02 Return grilles 0.03 0.02 Filter 0 0 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.39 0.39 Total • Supply Return (ft) (ft) Measured length of run-out 13 6 Measured length of trunk 65 28 Equivalent length of fittings 220 125 Total length 298 159 Total effective length 457 Friction Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.085 OK 0.085 OK Return Ducts 0.085 OK 0.085 OK Fitting Equivalent • Details Supply 4X=35, 11 c=40, 11 G=S, 11 c=40, 11 G=S, 11 c=40, 111=10, 11 G=S, 11 G=S, 1A=35: TotalEL=220 Return 6M=20, 11c=40, 11c=40, 111=10, 11G=5, 5E1=10: TotalEL=125 wrightsotc. 2018-Nov-20 12:10:57 AIJC� Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 ...Builders\DreamFinders2alupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E Static Pressure and Friction Rate Job: Lot136 Date: 9/11118 lot 2nd FL By: Scott Spurlock McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FI 32073 Phone:904-278-0339 Fax 904-278-0366 Email:sspurlock@mcgowansaccom Web:www.mcgowansac.com License.CM... Project Information For: Zalupski Residence, Dream Finders Homes, LLC. 360 Corporate Way, Suite 100, Orange Park, FL 32073 Phone: (904)644-7670 Fax: (904)239-3003 Email: casey.conner@dreamfinders.com AvailablePressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0.06 0.0E Heat exchanger 0 0 Supply diffusers 0.02 0.02 Return grilles 0.03 0.02 Filter 0 0 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.39 0.39 Total • Supply Return (ft) (ft) Measured length of run-out 18 16 Measured length of trunk 14 3 Equivalent length of fittings 100 55 Total length 132 73 Total effective length 205 Friction Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.190 >0.18 0.190 >0.18 Return Ducts 0.190 >0.18 0.190 >0.18 Fitting Equivalent LengthDetails Supply 4X=35, 11A=20, 11G=5, 1A=35, 11G=5: TotalEL=100 Return 6M=20, 11A=20, 11G=5, 5E1=10: TotalEL=55 Wrightsoft 2018-Nov-2012:10:57 ��t. C� .r ._..• _.......-..._... Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 2 ...Builders\DreamFinders\Zalupski Res-Lot 136.rup Calc=MJ8 Front Door faces: E • ��}-lHY EN imm� Lu esign values are in accordance with ANSI/TPI 1 section 6.3 r„ A hes s designs rely on lumber values established by others. Fs, 2 00 cc) MiTek RE: 1548842 - MiTek USA Inc. Site Information: 6904 Parke East Blvd. Customer Info: Dream Finders Project Name: 1548842 Model: Custom Tampa, FL 33610-4115 Lot/Block: 136 Subdivision: Atlantic Beach Address: NA City: Duval State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License #: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal 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 85 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# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 T15247305 1 CJ01 10/3/18 118 1 T1 52473221 F01 10/3/18 12 I T15247306 I CJ02 110/3/118 119 I T15247323 I F02 110/3/18 13 I T152473071 CJ02A 110/3/18 120 I T15247324 I F03 110/3/18 14 I T15247308 I CJ05 110/3/18 121 I T15247325 I F04 110/3/18 1 15 I T15247309 I CJ06 1 10/3/18 122 I T15247326 I F05 110/3/18 16 - 1 T1 5247310 1 CJ06A 1 10/3/18 123 I T15247327 I F06 110/3/18 17 1 T_15247311 1 CJ06B 1110/3/18 124 I T15247328 I F07 110/3/18 18 1 T15247312 I CJ07 1 10/3/18 125 I T15247329 I F08 110/3/18 19 1 T15247313 I CJ09 110/3/18 126 I T15247330 I F09 110/3118 110 1 T1 5247314 1 CJ 10 110/3/18 127 1 T1 5247331 1 F10 110/3/18 1 111 I T15247315 I EJ01 110/3/18 128 I T15247332 I F11 110/3/18 112 T15247316 j EJ02 110/3/18 129 I T15247333 I F12 110/3/18 113 I T15247317 I EJ03 110/3/18 130 I T15247334 I F13 110/3/18 14 IT15247318 EJ04 10/3/18 131 IT15247335IF14 10/3/18 115 IT15247319JEJ05 110/3/18 132 I T15247336 I F15 110/3118 116 I T15247320 I EJ06 110/3/18 133 I T15247337 I F16 110/3/18 117 I T15247321 I EJ07 1110/3/18 134 I T15247338 I F17 110/3/18 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters pJ-1ER•P.• provided by Builders FirstSource-Jacksonville. ,� .��G E NS�.,'L Truss Design Engineer's Name: Finn, Walter •t No 22839 My license renewal date for the state of Florida is February 28,2019. '• IMPORTANT NOTE' The seal on these truss component designs is a certification = _ '. that the engineer named is licensed in the jurisdiction(s)identified and that the STATE OF 441�� , designs comply with ANSI TPI 1. These designs are based upon parameters �, .n'•,A- P shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,�FS• O R 1�.•'��,��` given to MiTek. Any project specific information included is for MiTews customers 'i, S'/• "'•E� > file reference purpose only,and was not taken into account in the preparation of ---,0 N A,,,�� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Walter P.Finn PE No.22839 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI TP1 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 Finn,Walter 1 of 2 RE: 1548842 - Site Information: Customer Info: Dream Finders Project Name: 1548842 Model: Custom Lot/Block: 136 Subdivision: Atlantic Beach Address: NA City: Duval State: Florida No. I Seal# Truss Name Date No. Seal# Truss Name I Date 35 IT15247339IF18 10/3/18 178 IT15247382IT36 10/3/18 136 I T15247340 I F19 110/3/18 179 I T15247383 I TG01 110/3/18 I 137 I T15247341 I F20 110/3118 180 1 T15247384 I TG02 110/3/18 138 I T15247342 I F21 110/3118 181 I T15247385 I TG03 110/3/18 139 1 T15247343 I HJ01 110/3/18 182 1 T15247386 I TG04 110/3/18 140 I T15247344 I HJ02 110/3/18 183 I T15247387 I TG05 110/3/18 141 1 T15247345 I HJ03 110/3/18 184 I T15247388 I V01 110/3/18 I 142 1 T15247346 I HJ04 110/3/18 185 I T15247389 I V02 110/3/18 143 I T15247347 I T01 110/3/18 144 I T15247348 I T02 110/3/18 145 I T15247349 I T03 110/3/18 146 I T15247350 I T04 110/3/18 147 I T15247351 I T05 110/3/18 148 IT15247352IT05A 1.10/3/18 149 IT15247353IT06 110/3/18 150 I T15247354 I T07 110/3/18 151 I T15247355 I T08 110/3/18 152 I T15247356 I T09 110/3/18 153 I T15247357 I T10 110/3/18 154 I T15247358 I T11 110/3/18 155 I T15247359 I T12 110/3/18 156 I T15247360 I T13 110/3/18 157 I T15247361 I T14 110/3/118 158 I T15247362 I T15 110/3/18 159 I T15247363 I T16 1110/3/18 160 I T15247364 I T17 110/3/18 161 I T15247365 I T18 110/3/18 162 I T15247366 I T19 110/3/18 163 I T15247367 I T20 110/3/18 164 I T15247368 I T21 110/3/18 165 I T15247369 I T22 110/3/18 166 I T15247370 I T23 110/3118 167 I T15247371 I T25 110/3/18 168 I T15247372 I T26 110/3/18 169 I T15247373 I T27 110/3/18 170 I T15247374 I T28 110/3/18 171 I T15247375 I T29 110/3/18 172 I T15247376 I T30 110/3/18 173 I T15247377 I T31 110/3/18 174 I T15247378 I T32 110/3/18 I 175 I T15247379 I T33 110/3/18 I 176 I T15247380 I T34 110/3/18 I 177 I T15247381 I T35 110/3/18 2of2 ' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 1548842 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Dream Finders Project Name: 1548842 Model: Custom Lot/Block: 136 Subdivision: Atlantic Beach Address: NA City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal 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 85 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# JTruss Name Date No. I Seal# Truss Name I Date 1 IT15247305 ICJ01 10/3/18 118 IT15247322 IF01 10/3/18 12 I T15247306 I CJ02 110/3/18 119 I T15247323 I F02 110/3/18 I 13 I T15247307 I CJ02A 110/3/18 120 I T15247324 I F03 110/3/18 1 14 I T15247308 I CJ05 110/3/18 121 I T15247325 I F04 110/3/18 I 15 I T15247309 I CJ06 110/3/18 122 I T15247326 I F05 110/3/18 I 16 I T15247310 I CJ06A 110/3/18 123 I T15247327 I F06 110/3/118 1 17 I T15247311 I CJ06B 110/3/18 124 I T15247328 I F07 110/3/18 1 18 I T15247312 I CJ07 110/3/18 125 I T15247329 I F08 110/3/18 I 19 I T15247313 I CJ09 110/3/18 126 I T15247330 I F09 1 10/3/18 1 110 I T15247314 ICJ 10 110/3/18 127 I T15247331 I F10 110/3/18 1 I11 I T15247315 1 EJ01 110/3/18 128 I T15247332 I F11 110/3/18 1 112 IT15247316 I EJ02 110/3/18 129 I T15247333 I F12 110/3/18 1 113 IT15247317 1 EJ03 110/3/18 130 I T15247334 I F13 110/3/18 1 114 I T 15247318 1 EJ04 110/3/18 131 I T15247335 I F 14 110/3/18 1 115 I T 15247319 I EJ05 1 10/3/18 132 I T15247336 I F 15 110/3/18 1 116 IT15247320 I EJ06 110/3/18 133 I T15247337 I F16 110/3/18 1 117 I T 15247321 I EJ07 110/3/18 134 I T15247338 I F 17 110/3/18 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters % ?N-....ER provided by Builders FirstSource-Jacksonville. �.` `�,.��C E NS�.; Truss Design Engineer's Name: Finn, Walter No 22839 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE:The seal on these truss component designs is a certification -0 that the engineer named is licensed in the jurisdiction(s)identified and that the +00 . STATE OF designs comply with ANSI/TPI 1. These designs are based upon parameters 0;<,'•,A` t. �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were i�� O R kV GN" given to MiTek. Any project specific information included is for MiTek's customers ..; %sis� ""••�� file reference purpose only,and was not taken into account in the preparation of --i1J J0N P `,`% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Walter P.Finn PE No22839 should verify applicability of design parameters and properly incorporate these designs Mrek USA,Inc.R.Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 Finn,Walter 1 of 2 RE: 1548842 - Site Information: Customer Info: Dream Finders Project Name: 1548842 Model: Custom Lot/Block: 136 Subdivision: Atlantic Beach Address: NA City: Duval State: Florida No. Seal# JTruss Name I Date I No. I Seal# I Truss Name Date 35 IT15247339 IF18 10/3/18 178 IT15247382 IT36 10/3/18 36 IT15247340 JF19 10/3/18 179 IT15247383 I TG01 10/3/18 37 IT15247341 IF20 10/3/18 180 IT15247384 1 TG02 10/3/18 38 IT15247342 IF21 110/3/18 181 IT15247385 1 TG03 110/3/118 39 IT15247343 IHJ01 10/3/18 182 IT15247386 I TG04 10/3/18 140 IT15247344 I HJ02 110/3/18 183 I T15247387 I TG05 110/3/118 1 141 IT15247345 I HJ03 110/3/18 184 I T15247388 1 V01 110/3/18 1 142 I T15247346 I HJ04 110/3/18 185 I T15247389 I V02 110/3/18 1 43 IT15247347 IT01 10/3/18 44 IT15247348 IT02 10/3/18 45 IT15247349 IT03 10/3/18 146 IT15247350 I T04 110/3/18 1 147 IT15247351 I T05 110/3/18 148 IT15247352 I T05A 110/3/18 1 149 I T15247353 I T06 110/3/18 1 150 I T15247354 I T07 110/3/18 1 151 I T15247355 I T08 110/3/18 1 152 IT15247356 IT09 110/3/18 1 153 IT15247357 I T10 110/3/18 1 154 IT15247358 I T11 110/3/18 1 155 IT15247359 I T12 110/3/18 1 156 IT15247360 I T13 110/3/18 1 57 IT15247361 IT14 10/3/18 58 IT15247362 IT15 10/3/18 J 159 IT15247363 I T16 110/3/18 I 160 IT15247364 I T17 110/3/18 1 161 IT15247365 I T18 110/3/18 J 162 IT15247366 I T19 110/3/18 1 163 IT15247367 I T20 110/3/18 1 164 IT15247368 I T21 110/3/18 1 165 IT15247369 I T22 110/3/18 1 166 IT15247370 I T23 110/3/18 I 167 IT15247371 I T25 110/3/18 I 168 IT15247372 I T26 110/3/18 1 169 IT15247373 I T27 110/3/18 1 70 IT15247374 IT28 10/3/18 171 IT15247375 IT29 110/3/18 I72 IT15247376 I T30 110/3/18 173 IT15247377 I T31 110/3/18 I 174 I T15247378 I T32 110/3/18 175 IT15247379 I T33 110/3/18 I 176 IT15247380 I T34 110/3/18 1 177 IT15247381 I T35 110/3/18 1 2 of 2 Job Truss Truss TypeQty PN / 715247305 1548842 CJ01 Jack-Open 8 1 Job Reference(oDtionall Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:04:53 2018 Page 1 ID:Mbt%WJStW6Sn31JPgGBSeoyXTkT-obBvggV"SgAjOPIRoil6VpUH_JyoE52y2AJogyXS 0 1-0 0 2-0 1-0.0 2-0-0 Scale=1:12.9 4.00 12 3 2.4 2 � 1 N LJ N n 5 4 2x4 11 z-o-o 2-0-0 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 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:9 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 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) 5=144/0-5-8,3=32/Mechanical,4=6/Mechanical Max Horz 5=49(LC 9) Max Uplift 5=92(1_C 8),3=29(LC 12),4=28(LC 9) Max Grav 5=144(LC 1),3=32(LC 1),4=25(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wabr P.Finn PE No.22639 Wok USA Inc.FL Cart 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 ,i&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.1010312015 BEFORE USE. assess 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 property incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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 ANSUTPH Quality Criteria,DSB49 and SCSI 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 JobTC'Ju0 ss Truss Type pry Ply 715247306 . 1548842 2 Jack-Open 7 1 Job Reference tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:04:54 2018 Page 1 ID:Mbt,WJStMSn31JPgGBSeoyXTkT-GnIH2OWYtPzlKazV?WD_eiMeeOc?XhLiBivsKGyX5 N 1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:16.2 3 4.D0 12 3x4 11 2 N n r N LJ 4 5 2x4 4-0-0 4-0.0 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 0.29 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:15 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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) 5=196/0-5-8,3=88/Mechanical,4=23/Mechanical Max Horz 5=67(LC 9) Max Uplift 5=128(LC 8),3=60(LC 8),4=43(LC 9) Max Grav 5=196(LC 1),3=88(LC 1),4=54(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4 except(jt=1b) 5=128. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cart KU 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verily design pammefers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE hNI.7473 rev.1OV312015 BEFORE USE. a 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 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 ANSIMP11 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 715247307 1548842 CJ02A Jack-Open 1 1 ' o Referen (optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:04:55 2018 Page 1 I D:MbtvAJSt%%Sn31J Pg GB SeoyXTkT-k_JgF MXAej5uykYhYD kD BwvpOoylG8brPMfQtjyX5_M 4-0-0 4-0.0 Scale=1:16.2 2 4.00 12 2x4 II 1 N N 3 4 3.4 11 i 4-0-0 4-0-0 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 0.32 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES W I 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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) 4=121/Mechanical,2=95/Mechanical,3=26/Mechanical Max Horz 4=46(LC 8) Max Uplift 4=21(LC 8),2=-61(LC 8),3=-2(LC 8) Max Grav 4=121(LC 1),2=95(LC 1),3=54(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)4,2,3. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Water P.Finn PE No.22434 MiTek USA Inc.FL Cert 4434 6904 Parke East Blvd.Tampa FL 33410 Date: October 3,2018 ,&WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 niv.1"312015 BEFORE USE. Design valid for use only with Mi-Tek(l)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 MI iek* 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 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 1548842 CJ05 Jack-Open 8 1 �Job Reference(optional) 715247308 Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:04:57 2018 Page t -1-" ID:MbhvGJStW6Sn31JPgGBSeoyXTkT-gMQQg2ZQAKLcB2i4genhGL_AcbgGk 148tg8WxbyX5_K � 1.0-0 1-6-0 1-0 0 Scale=1:11.8 3 5.00 12 3.4 I 2 o 5 4 2x4 II i 1-0-0 1-0-0 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 0.25 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MR Weight:7 Ib 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. (Ib/size) 5=212/0-5-8,3=-54/Mechanical,4=12/Mechanical Max Horz 5=48(LC 9) Max Uplift 5=96(LC 8),3=54(LC 1),4>19(LC 9) Max Grav 5=212(LC 1),3=30(LC 8),4=9(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=191/257 NOTES- (6) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Extedor(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 bads. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8634 6904 Parke EM Blvd.Tampa FL 336t0 Date: October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10.113/2015 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 T ek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M!Tek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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 [ly 715247309 1548842 CJ06 Jack-Open 7 1 ' b Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:04:58 2018 Page 1 I D:MbtwOJStW6Sn31JPgGBSeoyXTkT-8Z_otNZ2xeTTpCHGELlwpYVJKM??4TUK16Kt4T2yX5_J 1{-03-0-0 1-0-0 3-0-0 Scale:3/4"=1' 3 5.00 12 3x4 1111 2 0 N N _ 1 4 5 3x4 II i 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MR Weight:13 Ib 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. (Ib/size) 5=209/0-5-8,3=51/Mechanical,4=10/Mechanical Max Horz 5=70(LC 9) Max Uplift 5=72(LC 8),3=45(LC 12),4=4(LC 9) Max Grav 5=209(LC 1),3=51(LC 1),4=38(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)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.Cpsf 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waiter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8834 8804 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED W'rEK REFERENCE PAGE 014II.7473 rev.10193/2015 BEFORE USE. seases 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 y�ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 JobA]C'J06A Truss Type pry Ply 1548842 Jack-Open 1 1 b R fe e ce(optional) 715247310 Builders FirstSource, Jacksonville,F132244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:00 2018 Page 1 ID:MbtwOJSt%WSn31JPgGBSeoyXTkT-5x6Z13bJTFjB3VRfLmKPuzcgwphzxOgbZeMBYwyXS_H -1-6,0 2-7-6 1�-0 2-7-6 Scale=1:15.1 3 5.00 12 3x4 II 2 N 1 4 5 2x4 11 2-7.6 2.11 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 0.31 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MR Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 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) 5=201/0-5-8,3=38/Mechanical,4=6/Mechanical Max Horz 5=66(LC 9) Max Uplift 5=73(LC 8),3=39(LC 12),4=6(LC 9) Max Grav 5=201(LC 1),3=38(LC 1),4=32(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 6904 Pate EM Blvd.Tampa FL 33810 Date: October 3,2018 QWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED af1TEK REFERENCE PAGE a1111-7177 rev.1MOJ/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 prevem 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 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 715247311 1548842 CJ06B Jack-Open 1 1 ' b Reference o tion I Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:01 2018 Page 1 ID:Mbtv4OJStW6Sn3IJ PgGBSeoyXTkT-Z8gxWPcxEZr 2gfOrvUreQB8gDCOHgr4kol6k4NyX5_G -1.6-0 3-4-12 3-4-12 Scale=1:16.7 3 5.00 12 3x4 d 2 d N A 1 Li 4 5 3x4 I i 3-4-12 3-4-12 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 0.34 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-412 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) 5=218/0-5-8,3=64/Mechanical,4=14/Mechanical Max Horz 5=75(LC 9) Max Uplift 5=72(LC 8),3=52(LC 12),4=3(LC 9) Max Grav 5=218(LC 1),3=64(LC 1),4=44(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=O.18;MWFRS(envelope)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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walbr P.Finn PE No.22839 MiTek USA Inc.FL Cart 6634 6904 Parke Ead Blvd.Tampa FL 33610 Dab: October 3,2018 ,&WARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE ANI-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 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 property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH 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 Tn Truss Type Qty ply 1548842 JJack-Open 8 1 Reference o Tonal 715247312 ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:02 2018 Page 1 ID:MbtwOJStW6Sn31JPgGBSeoyXTkT-1KEJjldZ_szvlpblTBMtzOhxGcJIPIKtlyrHcpyX5F 1�-0 5-0-0 1-0-0 5-0-0 Scale=1:21.3 3 5.00 12 3x4 11 h 2 A 1 54x4 II 4 5-0-0 5-0-0 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 0.57 Vert(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-MR Weight:19 Ib 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 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=262/0-5-8,3=109/Mechanical,4=28/Mechanical Max Horz 5=93(LC 9) Max Uplift 5=74(LC 8),3=78(LC 12),4=2(LC 12) Max Grav 5=262(LC 1),3=109(LC 1),4=67(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=242/293 NOTES- (6) 1)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 8834 8904 Parise East Blvd.Tampa FL 33810 Date: October 3,2018 ,&WARNING-Varify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.1d W/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 ANSUTP11 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 771�247]313 1548842 CJ09 Jack-Open 8 1 ' Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:02 2018 Page 1 ID:Mbty,AJStW5Sn31JPgGBSeoyXTkT-1KEJildZ szvlpblTBMtz0h rcNKPlKtlyrHcpyX5_F -2-0.0 3-M 2-0.0 3-M Scale=1:12.4 3 n 5.00 12 d 2 0 d 3.Go 12 1 3x4 Plate Offsets(X,YI— f2:0-3-10,0-0-101 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) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 7 >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/TP12014 Matrix-MP Weight:13 Ib 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. REACTIONS. (Ib/size) 3=44/Mechanical,2=244/0-5-8,4=11/Mechanical Max Horz 2=70(LC 8) Max Uplift 3=28(LC 12),2=-111(LC 8) Max Grav 3=44(LC 1),2=244(LC 1),4=33(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft,Cat.11;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)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except(jt=lb) 2=111. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTsk USA Inc.FL Cart U34 6904 Parke East Blyd.Tampa FL 33610 Date: October 3,2018 N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7173 rev.f0A03/2015 BEFORE USE. Design valid for use only with Mi-Tek(g)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 MI isle' 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 quality Criteria,OSB-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 �Cri'l. ss �J.ck-op.nruss Type Qty ply 715247314 1548842 0 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:03 2018 Page 1 I D:MbtwOJStV46Sn31JPgGBSeoyXTkT-V Wohw5dBIA5nw-ADOvt6WcE9bOjP81Z1 Fcbr9FyX5_E 2-0-0 1-0-0 2-0-0 1-0.0 Scale=1:8.2 3 5.o0 12 2 4 1 3x4= 1.O-0 Plate Offsets(X Y)— 12:0-0-6,0-0-01 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 0.34 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017frPI2014 Matrix-MP Weight:7 Ib 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=258/0-3-8,4=-83/Mechanical Max Horz 2=47(LC 8) Max Uplift 2=167(LC 8),4=-83(LC 1) Max Grav 2=258(LC 1),4=85(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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 frt between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=1b) 2=167. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 NiTsk USA,Inc.FL Cart✓1834 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 A WARNING-Verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.laW/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 ANSUTP11 Quality Criteria,DSS-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 PN 715247315 1548842 EJ01 Jack-Partial 10 1 • Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:04 2018 Page 1 I D:MbtwOJ StW6S n3U PgGBSeoyXTkT-zj M38Rep WU Dd X7 kQacPL2 pmGE 000tCsAU GKOhhyX5_D 1-0 0 6-0-0 Scale=1:20.8 3 4.00 12 3x4 u N 2 N 1 V7 PS 5 6 4 2x4 II 44= i 6-0-0 6-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 5-6 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:29 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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) 6=256/0-5-8,3=150/Mechanical,4=29/Mechanical Max Horz 6=85(LC 9) Max Uplift 6=96(LC 8),3=90(LC 12) Max Grav 6=256(LC 1),3=150(LC 1),4=87(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=227/252 NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and farces&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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,3. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22E36 MiTek USA.Inc.FL Cort 6634 8804 Parke East Blvd.Tampa FL 33610 Data: October 3,2018 A&WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1W312015 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'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 bradng of trusses and truss systems,see ANSVTP11 Quality Crtteria,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 FEJOS2S 715247316 Truss Type qty ply 1548842 Jack-Partial 2 1 Reference o i nal Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:05 2018 Page 1 ID:MbtwOJStMSn31JPgGBSeoyXTkT-RwSLnfRHnLT9HJc8JwablJTogM7cf9Kjw4xD8yX5 C 0 -1-0 5.6-0 0 5-6-0 Scale=1:20.0 3 4.00 12 3x4 2 N 1 V) C, 5 3x4 = 6 4 2x4 51&0 51&0 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 0.49 Vert(LL) -0.05 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.07 5-6 >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MP Weight:27 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 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) 6=241/0-5-8,3=136/Mechanical,4=26/Mechanical Max Horz 6=80(LC 9) Max Uplift 6=92(LC 8),3=81(LC 12) Max Grav 6=241(LC 1),3=136(LC 1),4=79(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,3. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wager P.Finn PE No.22839 MiTsk USA Inc.FL Cart 8634 69U Parke East Blvd.Tampa FL 33610 Daft: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED a1TTEK REFERENCE PAGE W1.7473 rev.14I&W015 BEFORE USE. a Design valid for use only with M7ek®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 y� building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MI iek' is atways 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 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss TypeQty PN 715247317 1548842 EJ03 Jack-Partial 18 1 Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:05 2018 Page 1 ID:MbtvAJStW8Sn3lJPgGBSeoyXTkT-RwSLnfRHnLT9HJc8JwablJXggJ_cebKjw4xD8yX5 C -1-6-0 3.6-0 744 1 6 0 3-6-0 3.6-0 Scale=1:24.4 4 5.00 12 4x6 3 c e 2x4 II 2 t 6 7 3x4 = 5 3x4 = 7-0-0 7-0-0 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 0.23 Vert(LL) -0.13 6-7 >640 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.19 6-7 >419 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:37 Ib 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) 4=80/Mechanical,5=125/Mechanical,7=321/0-5-8 Max Horz 7=115(LC 9) Max Uplift 4=49(LC 12),5=-61(LC 12),7=79(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=188/310 BOT CHORD 6-7=255/138 WEBS 3-6=172/318 NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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 bads. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5,7. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walbr P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Dab: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE x 1.7473 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 atways 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 ANSlrrPl1 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 TEIJO"4 s Truss Type OtY ply 715247318 1548842 Jack-Partial 5 1 Job Reference o ti nal Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MTek Industries,Inc. Wed Oct 3 15:05:06 2018 Page 1 ID:Mbtv4JStMSn31JPgGBSeoyXTkT-v5TgZ6g425TKnOuoi1 Rp7EsebDayL47TxapMayX5_B -1-6-0 3-5-8 5.1-0 7-0-0 180 3-5-8 1-7-8 1-11-0 Scale=1:25.7 5 2x4 5.00 12 4 5x6 = 3 3x6 2 7 3x4 = d 1 N 9 10 3x4 = 2x4 II 3-5-8 7-0-0 3-5-8 388 Plate Offsets(X Y>— [3:0-1-12.0-0-121,13:0-1-12.0-2-71,18:0-0.-0,0-1-121 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 0.49 Vert(LL) 0.12 9 >694 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.10 9 >855 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.09 6 n/a n/a BCDL 5.0 Code FBC2017/7P12014 Matrix-MS Weight:36 Ib 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* except end verticals. 3-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP ND.3 REACTIONS. (Ib/size) 10=321/0-5-8,5=6/Mechanical,6=200/Mechanical Max Horz 10=115(LC 9) Max Uplift 10=79(1-C 8),5=18(LC 3),6=106(1-C 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=314/307 BOT CHORD 9.10=316/150,7-8=384/252 WEBS 4-7=310/473 NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)10,5 except (jt=1b)6=106. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTsk USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Dab: October 3,2018 AWARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP7473 lay.law/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 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 MOW 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 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty PN 715247319 1548842 EJ05 Jack-Partial 4 1 ' Job Reference o ti n Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:07 2018 Page 1 ID:MbtwOJStW6Sn3IJPgGBSeoyXTkT-011 CmSgipPbBOaT?Fky2gSOrbd5B4ZddAEZ210yX5_A -2-0-0 2-514 41-8 5-0-0 2-0.0 2-514 1-7-10 0-10.8 Scale=1:18.6 7.00 12 2.4 11 5 4 5x8 i 3 5.00 12 7 5x6= 6 4 2 8 d 1 3.00 F12 3x4 2-514 4-1-8 2-514 1-7-10 0.10.8 , Plate Offsets(X.Y�- [2:0-3-2,G-0-101,f3:0-2-8.0-1-121,18:0-1-120-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.02 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:24 Ib 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. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=131/Mechanical,2=292/0-5-8,6=4/Mechanical Max Horz 2=114(LC 12) Max Uplift 5=71(LC 12),2=100(LC 8) Max Grav 5=140(LC 19),2=292(LC 1),6=12(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=322/111 BOT CHORD 2-8=205/384,7-8=223/382 WEBS 37=351/204 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.11,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 36-0 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)Bearing at joint(s)2 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 Ib uplift at joint(s)5 except(jt=1b) 2=100. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Caft 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MiTek®wnnectom.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 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 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 715247320 1548842 EJ06 Jack-Partial 6 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:08 2018 Page 1 ID:MbtwOJStMSn3IJPgGBSeoyXTkT-sUba ohKaij2Ok2BpSTHDfxlb10Mp?DmPulcg7yX5 9 -11i-0 2-5-8 4:10 1-G-0 2-5-8 2-11 2-5-0 Scale=1:25.7 5 5.00 12 3x4 4 2x4 I 3 3x4 2 1 5x8= 7Lil 0 d 3x4 = 9 10 2x4 II 3x4 = -5:' 7-M _ 25-8 45-8 Plate Offsets(X,Y)— f8:0.3-0,Edael 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 0.26 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:42 Ib 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* except end verticals. 3-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=321/0-5-8,5=50/Mechanical,6=156/Mechanical Max Horz 10=115(LC 9) Max Uplift 10=79(LC 8),5=-31(LC 12),6=79(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=304/396,2-3=308/352,3-4=314/416 BOT CHORD 7-8=253/153 WEBS 8-10=289/110,2-8=196/275,4-8=323/231,4-7=-207/343 NOTES- (6) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10,5,6. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Water P.Finn PE No.22831 MiTek USA Inc.FL Cert KU 8804 Parke East Blvd.Tampa FL 3M<t0 Dab: October 3,2018 M Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED aOTEK REFERENCE PAGE WI.7173 rev.1Qr03/1015 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 ;�ek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPl1 Quality Criteria,DSS-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type City PN 715247321 1548842 EJ07 Jack-Open 1 1 ' Job Reference loptionall Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:09 2018 Page 1 I D:Mbtv10J St W6Sn3lJ Pg GB SeoyXTkT-Kg9yB8iyLOrveu dN N9_1MtU B4RmnYTjveX29MvyX5_8 -2-0-0 26-0 2-0-0 2-" 0 6 0 7.04 12 Scale=1:12.8 4x4% 4 3 5.00 12 a 2 5 62x4 II 1 3x4 = 2-M 2-6-0 0 6 Plate Offsets(X.Y1— f2:0-0-6.Edgel 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 0.34 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 6-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MP Weight:14 Ib 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=12/Mechanical,2=244/0-3-8,5=43/Mechanical Max Horz 2=71(LC 12) Max Uplift 4=9(LC 12),2=115(LC 8),5=16(LC 12) Max Grav 4=13(LC 19),2=244(LC 1),5=51(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Enc., 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 jive bads. 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 100 Ib uplift at joint(s)4,5 except(jt=lb) 2=115. 7)This manufactured product is designed as an individual building component. The suitability and use of this Component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22636 MiTek USA Inc.FL Cert 6634 8604 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AWARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W67173 rev.10A03R015 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 verily 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,Alexandna,VA 22314. Tampa,FL 36610 JobTruss Truss Type Qty ply 715247322 1548842 FO1 GABLE 1 1 Lb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:10 2018 Page 1 ID:Mbty,AJStW6Sn31JPgGBSeoyXTkT-osjLOUja6K mF2CaxtV1140Qfr7DHw13sBnivLyXS_7 0-f{8 Scale=1:38.6 3x4 = 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 �1A N/,A A Y, IIIIIO 1� 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x4 = 3x6 FP= i 1.6-12 i 2-10-12 i 4-2-12 5512 i 6-10.12 i 8-2-12 9-0-12 10-112-2-12 113 14-10.12 116-2-12 17-6-12 18-10.12 2( 2)- i 21-6-12 22-10.12{3z 1 -1' 1-0-12 1�-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 1-4-0 1-4-0 1-4-0 0-11, Plate Offsets(X,Y)— 139:41-8,Edael 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 Horc(CT) 0.00 21 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight:105 Ib 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 10-40 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 23-142. (lb)- Max Grav All reactions 250 Ib or less atjoint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)Recommend 2x6 strong backs,on edge,spaced at 140-0 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. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MI-7473 rev.1"312015 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 WOW 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 ANSUTP11 Quality Criteria,DSB-89 and BCS,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 Pty 715247323 1548842 F02 FLOOR 8 1 ' b Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MTek Industries,Inc. Wed Oct 3 15:05:112018 Page 1 ID:MbhvOJStMSn3IJPgGBSeoyXTkT-G3HjcgkCtd6dtCnmUa l_gIZUIEHJOAUC5rXGRnyX5_6 0-1-8 HI 1-3-0 tip Scale=1:40.2 5x6= 4x4 = 1.5x3 = 4x6= 4x4= 1.5x3 11 3x4 = 3x4 = 1.50 11 3x4 = 3x4 = 1.5x3 I 3x6 FP= 4x6 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 qq �28 IY 27 26 25 24 23 22 21 20 19 18 17 16 15 4x4 = 5x8 = 44=3x12 MT20HS FP= 3x4 = 1.5x3 11 3x4 = 3x4= 4x6= 4x6 = 5x8= 2x4 I 4x6= r 16-0 9-1-8 14-10-2 19-11-10 22-5-10 3-10-2 16-0 26-0 5-1-8 56-10 5-16 26.0 1-4� Plate Offsets(X,Y}- f1:Edge,0-1-81.f6:0-1-8,Edgel,[14:0-1-8,Edge1.[15:0-1-8,Edael,f20:0-1-8.Edae1,f27:Edae.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.58 20 >488 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.80 19-20 >354 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.12 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:124 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 12-14:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 27=1295/0-5-8,15=1301/0-1-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-27=1289/0,14-15=-1293/0,1-2=1354/0,2-3=3459/0,3-4=-5034/0,4-5=5034/0, 5-6=5958/0,6-7=-6317/0,7-8=6317/0,8-9=5947/0,9-10=5000/0,10-11=5000/0, 11-13=3415/0,1314=1293/0 BOT CHORD 25-26=0/2559,2325=0/4334,22-23=0/5618,21-22=0/6317,20-21=0/6317,19-20=0/6253, 18-19=0/5602,17-18=0/4296,16-17=0/2506 WEBS 14-16=0/1757,1-26=011749,1316=-1687/0,2-26=1676/0,1317=0/1264,2-25=0/1253, 11-17=1225/0,3-25=-1216/0,11-18=0/957,3-23=0/952,9-18=817/0,5-23=793/0, 9-19=0/480,522=0/640,8-19=500/0,6.22=805/63,8-20=361/596,7-20=257/98 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTek USA Inc.FL Cert 8634 69U Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I0111.7473 ray.10)=015 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 ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BM. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 JobTruss Truss Type Ofy Py 715247324 1548842 F03 FLOOR 6 1 [Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:12 2018 Page 1 I D:M btAJ St W6S n 31J Pg GB SeoyXTkT-kFg 5pAkgexE UVLMy2 HYDN V6g5edGleE MK VG pzEyX5_5 0-1-8 H 1� 2-1-10 r Scale=1:38.8 5x6 = 3x4= 1.54 11 1.54 = 4x6= 4x4= 1.54 11 3x4 = 3x4= 3x4 = 3x6 FP= 4x4 = 4x6= 5x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 27 I 26 25 24 23 22 21 20 19 18 17 16 15 14 4x4 = 5x6 = 3x12 MT20HS FP= 3x4 = 1.54 I I 1.54 I 3x4= 4x6= 4x6 = 5x6= 2x4 I 4x6= 4x6= 4-0-0 9-1-8 14-0-2 19-1-10 21-7-10 23-0-2 1-0�0 2-60 518 41010 518 2-00 148L Plate Offsets(X.Y1— f1:EdQe,0-1-81.16:0-1-8.EdaeI.[7:0-1-8,Edael, 13:0-1-8,Edge],[14:0-1-8.Edael,f26:Edoe.0-1-81 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 0.49 Vert(LL) -0.51 19-20 >541 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.70 19-20 >393 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.11 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:119 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 54-1 oc purlins, 9-13:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 26=1249/0-5-8,14=1255/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-26=1243/0,13-14=1247/0,1-2=1302/0,2-3=331310,3-4=-4789/0,4-5=-4789/0, 5-6=5616/0,6-7=5891/0,7-8=5603/0,8-10=-4760/0,10-11=-4760/0,11-12=-3271/0, 12-13=1244/0 BOT CHORD 24-25=0/2459,22-24=0/4140,21-22=0/5332,20-21=0/5891,19-20=0/5891,18-19=0/5891, 17-18=0/5310,16-17=0/4105,15-16=0/2409 WEBS 13-15=0/1690,1-25=0/1682,12-15=1621/0,2-25=1611/0,12-16=0/1198,2-24=0/1187, 11-16=1160/0,3-24=-1150/0,11-17=0/890,3-22=0/882,8-17=747/0,5-22=-739/0, 8-18=0/586,5-21=0/578,7-18=763/124,6-21=751/136,7-19=214/251 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22939 MiTek USA Inc.FL Cert 9634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A WARNING-Verify dealgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray.1"3/2015 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 ■ iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iVl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715247325 1548842 F04 Floor 1 1 ' Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:13 2018 Page 1 ID:MbtAJStMSn31JPgGBSeoyXTkT-CROT1 WTPFML6VwBc?3Swjer62_fUCgVY90NVgyX5_4 0-1-8 H 1�� 1.8-2 1 Seal !1:18.7 1.5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 4 15 12 11 10 9 8 7 1.5x3 II 1$-0 r 7-2-2 9A-2 11-2-2 _Plate Offsets_(X,YH f4:0-1-8.Edge1.16:0.1-8.Edgel.111:0-1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight:59 Ib 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. (Ib/size) 13=595/0-5-8,7=595/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=582/0,6-7=588/0,1-2=544/0,2-3=1321/0.3-4=1321/0,4-5=-1218/0,5-6=562/0 BOT CHORD 11-12=0/1038,10-11=0/1321,9-10=0/1321,8-9=0/1053 WEBS 6-8=0/723,1-12=0/699,5-8=-682/0,2-12=687/0,5-9=0/269,2-11=0/503,4-9=265/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wager P.Finn PE No.22839 MiTek USA,Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33818 Date, October 3,2018 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE MI-7473 rev.14W/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 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 bradng of trusses and truss systems,see ANSVTP11 Quality Crtteria,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 TrussTruss Type OH Ply 1548842 F05 Floor 2 1 Reference 715247326 o floral ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:14 2018 Page 1 I D:MbWJ SSW6Sn31J Pg G BSeoyXTkT-geyrEsm5AYU CkfVLAiahSwBOoS 0 B Dhtenphv26yX5_3 0-1.8 H 1-3-0 2-1-8 Scale=1:14.8 3x6= 3x4= 1 3x4 = 2 3 3x6 — 4 11 171— .5x — q 4 93x4= 83x4 II 73x4 II 63x4 = 5 3x4 = 1.50 II 8-0-0 Plate Offsets(X,YF- 14:0-1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.05 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.05 8 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.22 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight:44 Ib 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. (Ib/size) 10=423/0-5-8,5=430/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=418/0,4-5=423/0,1-2=354/0,2-3=684/0,3-4=339/0 BOT CHORD 8-9=0/684,7-8=0/684,6-7=0/684 WEBS 1-9=0/452,2-9=439/0,4-6=0/461,3-6=459/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strong backs,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. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 11liTak USA.Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33810 Data: October 3,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.101=015 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 ANSVTPt1 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 715247327 1548642 F06 GABLE 1 1 ' Job Reference i nal Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc Wed Oct 3 15:05:14 2018 Page 1 ID:MbtwOJStMSn31J PgGBSeoyXTkT-geyrEsm5AYUCkfVLAiahSwB6gSV9Dklenplw26yX5_3 Scale=1:10.0 1 3x4= 2 3 4 5 11 10 9 a 7 6 3x4 = 3x4 = -&12 2-10-12 4-2-121 50.-90-41 10 i Plate Offsets(X,Y�- 19:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! 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 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:27!b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 5-0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)10,6,9,8,7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)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. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 66U 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1141.7473 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 venty 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss TypeQty Ply 715247328 1548842 F07 Floor 5 A�fh nce(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc Wed Oct 315:05:15 2018 Page 1 ID:MbtwOJStMSn3lJPgGBSeoyXTkT-9q WES Bnjxsc3Mp4XjO5w?8kCxskxy7EoOTVTaZyX5_2 0.1.8 1-3-0 2-2-0 011 Scale=1:14.6 1 2 3 4 11 12 —17 1.5x — 1.5x3 = o 0 9 8 7 6 1.54 I 1.5x3 II 7-11-0 7-11-0 Plate Offsets tX Yl— f2:0-1-8 Ednel f3 0-1-8 Edoel f4 0-1-8 Edael 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 0.45 Vert(LL) -0.04 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(CT) -0.04 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:42 Ib 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. (Ib/size) 10=41510-5-8,5=415/0-5-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=409/0,4-5=409/0,1-2=348/0,2-3=660/0,3-4=-348/0 BOT CHORD 8-9=0/660,7-8=0/660,6-7=0/660 WEBS 1-9=0/444,2-9=424/0,4-6=0/444,3-6=424/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 fdiTok USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mir-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with M7ek®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 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 ANSUTPII Quality Criteria,DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instau;e,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715247329 1548842 F08 Floor 1 1 ' �Job Reference t' I Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:16 2018 Page 1 ID:MbtvAJStMSn31JPgGBSeoyXTkT-d04cfXnLhAkwzzgH7c9XLGJLFz4hY4xF7E16?yX5_1 0-1-8 H1-3-0 2_3..0 , 1 scale-1:19.7 1.5x3 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 4 15 Y 12 11 10 9 8 4x4= 1.5x3 i 11-9-0 11-9-0 Plate Offsets(X.Yh f3:0-1-8.Edgel.16:0-1-8,Edgel.19:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.16 10-11 >888 240 BCLL 0.0 Rep Stress Incr YES W I 0.37 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight:61 Ib 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. (Ib/size) 13=626/0-3-8,7=626/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-620/0,6-7=-612/0,1-2=597/0,2-3=1321/0,3-4=1453/0,4-5=1453/0,5-6=576/0 BOT CHORD 11-12=0/1121,10-11=0/1453,9-10=0/1453,8-9=0/1105 WEBS 1-12=0/768,2-12=728/0,2-11=0/317,3-11=320/0,6-8=0/739,5-8=736/0,5-9=0/599,4-9=277/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strong backs,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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Carl 6$U 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 ,A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE apt-7473 rev.1010312015 BEFORE USE. Design valid for use only with MT&S 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 ANSMIt Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Past 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 1548842 F09 GABLE 1 1 Job Reference(ootionah 715247330 ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:16 2018 Page 1 ID:MbhWJStMSn31JPgGBSeoyXTkT-d04cfXnLhAkwzzrH7c9XLGS7FAehdExF7Ei6?yX5_1 Scale=1:18.2 3x4= 1 3x4 = 2 3 4 5 6 7 8 9 Y 18 17 16 15 14 13 12 11 10 3x4 = 3x4 = 1-5.4 2-9-4 41:'4=40 1 t 5-0-0 510.12 7-2-12 8-&12 10-0-0 1-5-4 1�-0 4- 0.10-12 0-10-12 1�-0 1-" 1b4 Plate Offsets(X,Yh f9:0-1-8.Edgel.fl l:0-1-8.Edge1.(17:0-1-8.Edge1 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 10 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix-S Weight:49 Ib 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 10.0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)18,10,17,11,14,12,13,16,15 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 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)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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTak USA Inc.FL Cert 66U 6984 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 QWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE atl1-7173 rev.10/03/1075 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 vent'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 T uss Truss Type Qty Ply 715247331 1548842 F10 Floor Girder 1 1 ' Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:17 2018 Page 1 ID:MbtwOJStVu6Sn3IJPgGBSeoyXTkT-5De stozSTsnb7Ewrr7O4ZpWHf0300t5Tn_aeRyX5_0 0.1-8 H 1-3-0 i 2-2-0 ---- 1 le=1:14.6 1.5x3 = 1.5x3 = 3.6 3x6 I 3x6 I I 3x6 I 1 2 3 11 4 3x4 = 3x4= 0 9 8 7 6 1.5x3 1.5x3 3x4 = 3x4 = 7-11-0 _ 7-11-0 Plate Offsets(X,Y>— [1:0-1-8,0-0-81.[4:0-1-8,0-0-81 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 0.52 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.04 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:52 Ib 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. (Ib/size) 10=449/0-5-8,5=655/0-5-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=440/0,4-5=-652/0,1-2=-411/0,2-3=-801/0,34=435/0 BOT CHORD 8-9=0/801,7-8=0/801,6-7=0/801 WEBS 1-9=0/531,2-9=518/0,4-6=0/559,3-6=489/0 NOTES- (3) 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:5-10=-10,1-4=100 Concentrated Loads(lb) Vert:11=261 Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MI-7473 rev.10/0.2,2015 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 ;{eles building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing always is required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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 Fr TypeOty Ply 715247332 1548842 F11 Girder 1 1 Job Reference(pption/ Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:18 2018 Page 1 1.5x3 = ID:MbtwOJStWGSn31JPgGBSeoyXTkT-ZPCM4DpbDn dDGp6PYfddmLnl3gC9UGEiRj8BtyX5_? 3x6 I 1-3-0 3x6 11 0-7-2 3x6 I 3x6 I ,o 1 2 3 4 Scale=1:9.4 3x4= 3x4 = 6 7 6 5 3x4 = 1.54 11 3.8-10 3-8-10 Plate Offsets(X Y)— [1:0-1-80-0-81 13 0-3-0 Edael 16 0-1-8 Edael 17 0-1-8 Edael 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 0.09 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(CT) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr NO V1B 0.19 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight:28 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-10 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. (Ib/size) 5=194/Mechanical,8=19410-2-10 Max Grav 5=302(LC 2),8=352(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=300/0,1-8=-339/0,1-2=-313/0,2-3=-311/0,3-4=-311/0 BOT CHORD 6-7=0/311 WEBS 1-7=0/395,2-7=257/0,4-6=0/405 NOTES- (8) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strong backs,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. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)365 Ib down at -5-6-6,and 295 Ib down at 1-9-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,14=100 Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 A WARNING•Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev.10/03/2015 BEFORE USE. asesee 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.Adddional 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 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 Ott' Ply 715247333 1548842 F12 GABLE 1 1 ' ob R f nice o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:18 2018 Page 1 ID:MbtwOJStMSn3lJPgGBSeoyXTkT-ZPCM4DpbDn dDGp6PYfddmLnc3s49XkEiRj8BtyX5_9 1 3x4 = 2 1.54 II 3 1.5x3 II Scale=1:9.5 7 1.54 6 5 4 3x4= 3x4= 1.5x3 I I 1-0-12 1-6-12 1-2-4 Plate Offsets(X Y�— 15:0-1-8 Edgel 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 0.10 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 4 n/a n/a BCDL 5.0 Code FBC2017/7P12014 Matrix-P Weight:17 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-9-0 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 4=42/2-9-0,6=58/2-9-0,5=175/2-0-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strong backs,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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33616 Date: October 3,2018 AWARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.1"312015 BEFORE USE. sesses Design valid for use only with MiTeM 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 vent'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 ANSVTPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 JobTruss Truss Type Qty Ply 715247334 1548842 F13 Floor 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:19 2018 Page 1 ID:MbtwOJStW6Sn3IJPgGBSeoyXTkT-1bmkHZgD 56UgQOlyGAs9_uraT33uw2Ox5ThjKyX5_ 0-1-8 H 1-3-0 2-2-8 Stale=1:12.7 3x6= 3x4 = 1 3x4 = 2 3 3x4 4 10 1.5x = d 3x4= 3x4 11 3x6 = 8 7 6 5 3x4 = 1.5x3 II 6-10-0 6-10-0 Plate Offsets(X Yl— 14:0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.07 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.09 7 >902 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight:39 Ib 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. (Ib/size) 9=359/G-5-8,5=365/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=364/0,4-5=-402/0,1-2=-281/0,2-3=-463/0,3-4=-463/0 BOT CHORD 7-8=0/463,6-7=0/463 WEBS 1-8=0/356,4-6=0/604,3-6=276/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(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. 5)This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cert 11634 6904 Parke East Blvd.Tampa FL 33510 Dew: October 3,2018 Q WARNING-Verify resign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.l&V3/2015 BEFORE USE. aes 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 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 ANSVTPI1 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 T15247335 1548842 F14 Floor 4 1 ' �Job Reference o ti I Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:20 2018 Page 1 ID:MbtwOJStMSn31J PgGBSeoyXTkT-VoJ7VvrsIOE LSazVVVzh5iBRyltNldFjX910EEmyX4zz 0-1-8 H r 1-3-0 1-9-0 Scale=1:13.9 1.5x3 II 3x4 = 1 5x8= 2 4x6= 3 4 4x4 = 5 12 1.5x = q Y 3x4 = 4x4 = 11 1 9 8 7 6 4x6= 1.5x3 II 5x6 = 1.5x3 I 1�r0 2 4--12 14-8 Plate Offsets(X,Y}- 11:Edae,0-1-81.12:0-1-8,Edaej,14:0-1-8.Edae1,15:0-1-8.Edae1,19:0-1-8.Edae1,110:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.10 7-8 >681 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.16 7-8 >451 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) -0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:41 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 7-6-0 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 6-0-0 oc bracing, Except: 10.0-0 oc bracing:6-7. REACTIONS. (Ib/size) 6=87/Mechanical,10=2561/0-5-8 Max Uplift 6=322(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=0/284,1-2=0/2047,2-3=0/1089,3-4=0/1089,4-5=0/394 BOT CHORD 9-10=2047/0,8-9=1089/0,7-8=1089/0 WEBS 2-10=1006/0,1-10=2723/0,5-7=-535/0,2-9-0/1623,4-7=0/945,3-9=548/0, 4-8=544/0 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 322 Ib uplift at joint 6. 4)Load case(s)1.2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 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. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-5=100 Concentrated Loads(lb) Vert:1=1676 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=10,1-5=100 Concentrated Loads(lb) Walter P.Finn PE No.22839 Vert:1=1676 MiTek USA Inc.FL Cert 8834 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 8904 Parke East Blvd.Tampa FL 33810 Vert:6-11=-10,1-2=100,2-5=-20 Oats. October 3,2018 w WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE►9I.7I73 rev.1dU3/2015 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 NOW 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 Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qry ply T15247335 1548842 F14 Floor 4 1 Job Reference i I ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:20 2018 Page 2 ID:MbtwOJStV%6Sn31J PgGBSeoyXTkT-VoJ7VvrsIOELSazV Wzh5iBRyltNldFjX910EEmyX4u LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=1676 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:6-11=-10,1-2=20,2-5=100 Concentrated Loads(lb) Vert:1=1 676 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-2=100,2-5=20 Concentrated Loads(ib) Vert:1=1676 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=10,1-2=20,2-5=100 Concentrated Loads(lb) Vert:1=1676 7)1 st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-2=20,2-4=100,4-5=20 Concentrated Loads(lb) Vert:1=1676 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-2=100,2-3=-20,3-5=100 Concentrated Loads(lb) Vert:1=1 676 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-2=20,2-4=100,4-5=20 Concentrated Loads(lb) Vert:1=1 676 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-2=100,2-3=-20,3-5=100 Concentrated Loads(lb) Vert:1=1676 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111II-7473 ray.1OV312015 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 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 Crtteria,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 T15247336 1548842 F15 GABLE 1 1 - o Reference o bona Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:21 2018 Page 1 ID:Mbt6WJStMSn31JPgGBSeoyXTkT-z_tv FrU WiMC4kYh4gCKEPzltGtoMu UgOPyomCyX4zy Scale=1:11.8 1 3x4 = 2 3 4 5 6 13 ri n- 12 11 10 9 9 7 3x4 = 3x4= 1812 2-10.12 4-2-12 5-6-12 6-3-10 1812 1-4-0 0-8-11 Plate Offsets(X Yl— [11:0-1-8 Edgel 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 7 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-P Weight:32 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-3-10 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-3-10. (lb)- Max Grav All reactions 250 Ib or less at joint(s)12,7,11,10,9,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)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. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert UU 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1OV3,2015 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 to 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,DSB49 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 36810 JobTruss Truss Type Qty Ply 1548842 F16 Floor 2 1 �JgbReference(oo 715247337 Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MTek Industries,Inc. Wed Oct 3 15:05:21 2018 Page 1 ID:MbtwOJStMSn31JPgGBSeoyXTkT-z tViFrUWMC4kYh4gCKEPzCfGmFMrGgOPyomCyX4zy 0-1-8 H 1-3-0 Scale=1:11.8 3x4= 1 3x4 = 21.5x3 II 3 3x4 = 4 10 71.5x3,— q 4 1.54 II 3x4 = 8 7 6 5 3x4 = 3x4 = 1.5x3 II 4-11-2 6-3-10 Plate Offsets(X.Y)— f3:0-1-8 Edgel [4:0-1-8 Edgel.18:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.05 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.06 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 5 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:34 Ib 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. (Ib/size) 9=330/0-2-10,5=336/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=358/0,4-5=-340/0,1-2=-400/0,2-3=400/0 BOT CHORD 7-8=0/400,6-7=0/400 WEBS 4-6=0/325,1-8=0/508 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. 6)This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waltar P.Finn PE No.22839 MiTek USA.Inc FL Cart 8834 6904 P&te East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1443/2015 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 Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi i 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 Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss TypeQty Ply 715247338 1548842 F17 GABLE 1 1 b Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:22 2018 Page 1 I D:MbhW JStMSn31J PgGBSeoyXTkT-RARtwbs6HOU3hu6teOiZncWTcgDl 5Ljgd3hLJyX4zx Scale=1:11.2 1 3x4= 2 3 4 5 6 13 q Y Ll 12 11 10 9 8 7 3x4= 3x4 = i 1-6-12 2-i0-12 i4-2-12 i6-0-0 1$12 1-4-0 1-4-(1 1-4-0 OS-4 Plate Offsets(X Y)— [11:0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:31 Ib 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-0-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)7 Max Grav All reactions 250 Ib or less at joint(s)12,7,11,10,9,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7. 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. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 Q WARNING-Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1,1II-7473 rev.10A03/2015 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 ANSVTPII 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 1548842 F18 Floor 2 1 Job Reference(optional) 715247339 ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:22 2018 Page 1 ID:Mb"JStMSn31JPgGBSeoyXTkT-RARtwbs6HOU3hu6teOjZncWNUg6A51pgd3hLJfyX4zx 0-1.8 H 1-3-0 1-7-8 Scale=1:11.2 3x4= 1 3x4= 2 1.54 II 3 3x4 = 4 10 1.5x3 — q V 1.54 II 3x4= 9 8 7 6 5 3x4 = 3x4 = 1.5x3 II 4-7-8 4-7-8 11$ Plate Offsets(X.Y)— 13:0-1-8.Edoel,f4:0-1-8 Edoei f8:0-1-8 Edaet LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight:33 Ib 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. (Ib/size) 9=313/0-5-8,5=320/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=339/0,4-5=-323/0,1-2=368/0,2-3=-368/0 BOT CHORD 7-8=0/368,6-7=0/368 WEBS 4-6=0/300,1-8=01466 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strong backs,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. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Water P.Finn PE No.22839 MiTek USA.Inc.FL Cat 8631 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PAGE Ag1-7473 rw.laW/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 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,Mexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py 715247340 1548842 F19 Floor 10 1 ' �Job Reference(optionall Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:23 2018 Page 1 I D:MbtwOJStMSn31J Pg GBSeoyXTkT-wN?F7 xtk2J cwJ 2h3 B5 Eo Kq 3Y54 Nwgdkzsj Ru r5yX4zw 0.1-8 H 1�0 2-1-10 � cdI = I 1:37.0 4x6 = 4x8 = 1.5x3 = 4x8= 4x4= 1.5x3 II 4x4 = 1.5x3 3x4 = 3x4 = 1.5x3 I 4x4 = 34 FP=4x6= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 26 27 0 b 25 24 23 22 21 20 19 18 17 16 15 14 4x4 = 5x6 = 4x6= 3x12 MT20HS FP = 4x4 = 1.5x3 II 3x4 = 34= 4x6= 54= 4x4 = 3x6= 1-(r0 4-0-0 12-9-2 17-10.10 20.4-10 21-10.10 1-60 2-6-0 8-9-2 5.1-8 2.6-0 16-0 Plate Offsets(X,Y1— [1:Edge 0-1-81 f7:0-1-8 Edael [13:0-1-8 Edael It4:Edae 0-1-81 [20:0-1-8 Edgel f25:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.43 19 >598 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.60 19 >436 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.09 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matfix-S Weight:114 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 11-13:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 25=1184/0-5-8,14=1184/0.2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-25=1177/0,13-14=-1177/0,1-2=1227/0,2-3=3106/0,3-4=-4442/0,4-5=4442/0, 5-6=5268/0,6-7=5268/0,7-8=5129/0,8-9=-4438/0,9-10=4438/0,10-12=3104/0, 12-13=1227/0 BOT CHORD 23-24=0/2319,21-23=0/3859,20-21=0/4889,1320=0/5268,18-19=0/5268,17-18=0/4926, 16-17=0/3863,1516=0/2318 WEBS 13-15=0/1585,1-24=0/1585,12-15=1517/0,2-24=1519/0,12-16=0/1094,2-23=0/1094, 10-16=1055/0,3-23=-1047/0,10-17=0/781,3-21=0/793,8-17=664/0,521=609/0, 8-18=0/491,520=25/863,7-18=-591/220,6-20=389/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wadbr P.Finn PE No.22939 MiTek USA,Inc.FL Cert BOU 8804 Parke East Blvd.Tampa FL 3361D Dab: October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10103120/5 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 { ek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MITek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrTPl1 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 Oty Ply 715247341 1548842 F20 Floor 7 1 Job Reference o n Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:24 2018 Page 1 ID:MbtvvOJStW6Sn3UPgGBSeoyXTkT-OZZdKGuMpdknxBGGlpmislbbWUIpZ4N74NASNXyX4zv 0-1-8 H 1 1-3-0� � Scale=1:35.4 4x6= 3x4= 1.5x3 II 1.54 = 4x6= 44 = 1.54 11 3x4 = 1.5x3 11 3x4 = 3x6 FP= 4x4= 416= 4x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 26 7,S] 24 23 22 21 20 19 18 17 16 15 4x4= 5x6 = 3x12 MT20HS FP = 3x4= 1.5x3 11 3x4 = 3x6= 4x4 = 5x6= 2x4 4x4= 3x6 = 1F-0 4-0-0 12-0-10 17-2-2 19$2 21-0-10 It 2-6.0 8-0-10 5-1-8 2-0-0 1-0� Plate Offsets(X,Y1— fl:Edge,0-1-81,f7:0-1-8.Edael,[13:0-1-8.Edge],[14:0-1-8,Edge],[20:0-1-8.Edael.f25:Edae 0-1-81 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 0.97 Vert(LL) -0.43 18-19 >588 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.58 18-19 >428 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 HOrz(CT) 0.08 14 n/a n/a BCDL 5.0 Code FBC2017frPI2014 Matrix-S Weight:110 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 25=1141/0-5-8,14=1148/0-1-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-25=1135/0,13-14=1 140/0,1-2=1179/0,2-3=2971/0,34=4215/0,4-5=4215/0, 5-6=4915/0,6-7=4915/0,7-8=4807/0,8-10=-4188/0,10-11=-4188/0,11-12=2933/0, 12-13=1127/0 BOT CHORD 23-24=0/2227,21-23=0/3681,20-21=0/4626,19-20=0/4915,18-19=0/4915,17-18=0/4639, 16-17=0/3655,1516=0/2182 WEBS 13-15=0/1532,1-24=0/1523,12-15=1467/0,2-24=1458/0,12-16=0/1044,2-23=0/1034, 11-16=1005/0,3-23=-989/0,11-17=0/725,3-21=0/725,8-17=-612/0,5-21=568/0, 8-18=-16/417,5-20=-72/689,7-18=497/226,6-20=258/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 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. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 kh-Tek USA Inc.FL Cert 8894 69M Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rsv.1010312015 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M[Tek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 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 715247342 1548842 F21 GABLE 1 1 ' Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Seo 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:26 2018 Page 1 I D:MbKW JStW6Sn3lJ PgGBSeoyXTkT-KxhOlyvr-LE?VAVQetEoVxSh9dHbz19iQYhfZSQyX4zt 0-A8 Scale=1:34.0 3x4 = 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Q Y 36 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 19 3x4 = 3x4= 3x6 FP= 1-6-12 1 2-10.12 4-2-12 5812 610-12 6 � 10.10-12 12-2-12 13812 1a-1a1z 16-z-1z 17�s12 16-10-12 z0-z-1z 21-0-1oi 1-6-12 1-4-0 1-4-0 1-4-0 1�-0 1�-0 1�-0 1-4-0 1-4-0 1.4-0 1-4-0 1-4-0 0-9-14 Plate Offsets(X.Yh 135:0-1-8,Edael 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 0.10 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 FBC2017rrP12014 Matrix-S Weight:94 Ib 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-0-10. (lb)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)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. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING•Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE art-7473 row.10M312015 BEFORE USE. Design vatid 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 ANSVTPII Quality Criteria,DSB489 and BCS,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 pry Ply 715247343 1548842 HJ01 Diagonal Hip Girder 4 1 Job Reference o i I Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:27 2018 Page 1 ID:MbtwOJStVASn31JPgGBSeoyXTkTo8EmzlwF6Y7Mof?rflxJkUgDlChtmma3ZmLP6_SyX4zs -1-5-0 4-2-15 8-5-13 1-5-0 4.2-15 4-2-15 Scale=1:19.1 4 NAILED 2.83 12 NAILED 10 3x4= NAILED 3 NAILED 9 3x4 % 2 1 El 11 12 6 5 NAILED _ NAILED 3x4 = 8 NAILED 4x4 NAILED 2x4 I 4-2-15 8-5-13 4-2-15 4-2-15 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 0.24 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:44 Ib 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 9-11-10 oc bracing. REACTIONS. (Ib/size) 8=371/0-7-12,4=98/Mechanical,5=186/Mechanical Max Horz 8=81(LC 5) Max Uplift 8=284(1-C 4),4=64(LC 4),5=197(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=356/254,2-3=375/285 BOT CHORD 6-7=328/341 WEBS 2-7=261/343,3-6=383/368 NOTES- (8) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope);end vertical 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 284 Ib uplift at joint 8,64 Ib uplift at joint 4 and 197 Ib uplift at joint 5. 6)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25')toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-2=54,24=-54,5-8=10 Concentrated Loads(lb) Vert:10=24(F=12,B=12)11=3(F=1,B=1)12=17(F=9,B=-9) Wafter P.Finn PE No.22839 MiTek USA Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 re,10003,2015 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 M170 ke 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 ANSIMP11 Quality Criteria,DSB49 and BCS,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 T15247344 1548842 HJ02 Diagonal Hip Girder 4 1 ' Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:28 2018 Page 1 ID:MbhvOJStW6Sn3lJPgGBSeoyXTkT-GKoBAexttsF Dopa 1_fgzOtmNn5B_V07i??8fWlyX4zr -2-1-7 4-11.6 9-10-13 2-1-7 4-11-6 4-11-6 4 Scale=1:26.8 NAILED NAILED 3.54 12 11 NAILED 3x4 % NAILED 3 10 NAILED NAILED 4x6 9 2 1 12 13 7 14 6 8 2x4 II NAILED 4x4= NAILED 5 NAILED NAILED NAILED 3x4 = NAILED 4-11-6 9-10-13 4-11.6 4-11-6 Plate Offsets(X,Y1— r2:0-3-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO M/B 0.23 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:52 Ib 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 6-0-0 oc bracing. REACTIONS. (Ib/size) 8=392/0-7-12,4=132/Mechanical,5=216/Mechanical Max Harz 8=123(LC 4) Max Uplift 8=252(LC 4),4=-90(LC 4),5=126(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=397/225,2-3=401/217 BOT CHORD 6-7=264/367 WEBS 2-7=193/453,3-6=416/299 NOTES- (8) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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 bads. 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 252 Ib uplift at joint 8,90 Ib uplift at joint 4 and 126 Ib uplift at joint 5. 6)"NAILED"indicates 3-1 Do(0.148"x3")or 2-12d(0.148'x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-4=-54,5-8=10 Concentrated Loads(lb) Vert:9=67(F=34,B=34)11=-65(1`=33,B=33)12=28(F=14,B=14)13=3(F=2,B=2)14=28(1`=14,B=14) Water P.Finn PE No.22639 MiTek USA.Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A&WARNING-Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1101-7477 rev.10173/2015 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 j is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MITek' �eLn° fabrication,storage,delivery erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job THPJJOS3 Truss Type Qty Ply 715247345 1548842 Jack-Partial Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:30 2018 Page 1 ID:MbtwOJSt%%Sn31JPgGBSeoyXTkT-CjwubKy7OTVwf6kQ63sR61rkEvplzwX?TJdmbByX4zp i -2-9-15 3--4 5-8-8 7-0-2 2-9-15 r 3-6-4 2-2-4 1-3-10 Scale=1:19.7 4.95 12 5 2x4 I I I� 4 NAILED NAILED d 6x8 1 3 3.54 12 N 7 2 8 13 5x8 =NAILED 16; NAILED 3x6 1 2.12 12 � 3S4 2-2� 1310 Plate Offsets(X,YI- 12:0-5-9.0-0-31.13:0-6-0,0-2-01.j8:0-1-12.0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.10 7-8 >873 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-MS Weight:31 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=183/Mechanical,2=773/0-6-4,6=103/Mechanical Max Horz 2=121(LC 4) Max Uplift 5=87(LC 8),2=402(1-C 4),6=43(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1246/520 BOT CHORD 2-8=586/1231,7-8=558/1169 WEBS 3-7=1162/555 NOTES- (11) 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);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)Bearing at joint(s)2 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 87 Ib uplift at joint 5,402 Ib uplift at joint 2 and 43 Ib uplift at joint 6. 8)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(0.148"x3.28')toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)460 Ib down and 251 Ib up at 1-47 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). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Walter P.Finn PE No.22839 Vert:1-3=54,3-5=-54,7-9=10,6-7=10 MiTek USA Inc.FL Cert 8834 Concentrated Loads(lb) Vert:11=-460 13=0(F=O,B=O) 8904 Parke East Blvd.Tampa FL 358/0 Date: October 3,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010312015 BEFORE USE. assess 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 verily 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 WOW 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 ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 715247346 1548842 HJ04 Jack-Partial Girder 1 1 ' job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:31 2018 Page 1 I D:Mbtv4JStIWSn31J PgGBSeoyXTkT-hvUHpgzl9ndnHGJdnOgeWOv_I GWiPR9hzNK7dyX4zo -2-9-15 2-2-6 346 4 4-2-3 2-9-15 2-2-6 1-3-14 0-7-15 4.95 12 Scale=1:13.7 4x4 % 5 4 20 3.54 12 3 2 $I 11 7 6 1 2x4= NAILED 3x4 = NAILED 3x4= 346-4 4-246 346 0-7-15 Plate Offsets(X Y)— f2:0-0-12 Edael LOADING (psfi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.02 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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 REACTIONS. (Ib/size) 5=16/Mechanical,2=299/0-3-8,6=40/Mechanical Max Horz 2=90(LC 30) Max Uplift 5=10(1_C 8),2=221(1_C 4),6=36(1_C 27) Max Grav 5=16(LC 1),2=299(LC 1),6=89(LC 43) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=254/181 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);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 10 Ib uplift at joint 5,221 Ib uplift at joint 2 and 36 Ib uplift at joint 6. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:14=54,4-5=-54,6-8=10 Concentrated Loads(lb) Vert:11=64(F=32,B=32) Walter P.Finn PE No.2213! III USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE atl1-7177 rw.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 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ;elt, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 1548842 Tot Hip Girder 1 1 Job Reference o ti n 715247347 - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:33 2018 Page 1 ID:Mbtv4JStW6Sn31JPgGBSeoyXTkT-die1 DL??hOtVWaS_nCQ8jxTE76n0A60R9GsQCWyX4zm r1-0-0 6-0-0 12-7-8 19-3-0 25-3-0 ,26-3-0 1 0 0 6-0-0 6-7-8 6-7-0 6-0-0 1-0-0 Scale=1:44.7 NAILED Special NAILED 4x8= Special 4.00 12 NAILED NAILED 2x4 II NAILED NAILED 4x8 3 14 15 16 4 17 18 19 5 6x8 6x8 n 2 6 A �1 13 12 20 11 21 22 10 23 24 25 9 8 3x6 I 7x8= NAILED 4x6 = 3x10 —_ NAILED NAILED 7x8 — 3x6 II Special NAILED NAILED Special NAILED 6-0-0 12-7-8 19-3-0 25-M 6-0-0 6-7-8 6-7-8 6-0-0 Plate Offsets(X,Yt— f2:0-2-11,0-3-01,[3:0-5-4.0-2-01.15:0-5-4.0-2-01.[6:0-2-11.0-3-01,I9:0-38 Edael.112:0-3-8 Edgel 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 0.59 Vert(LL) 0.28 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.32 10-12 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:131 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, 3-5:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-12,6-9 REACTIONS. (Ib/size) 13=1515/0-S-8,8=151510-5-8 Max Horz 13=20(1_C 25) Max Uplift 13=1032(LC 4),8=1032(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2676/1774,3-4=-3525/2298,4-5=3525/2298,5-6=2676/1774,2-13=-1482/974, 6-8=1482/974 BOT CHORD 10-12=1622/2479,9-10=-1632/2479 WEBS 3-10=-672/1203,4-10=823/474,5-10=672/1203,2-12=-1530/2351,6-9=1530/2351 NOTES- (10) 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=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope);end vertical left and 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1032 Ib uplift at joint 13 and 1032 Ib uplift at joint 8. 7)"NAILED"indicates 3-1Od(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 Ib down and 164 Ib up at 6-0-0,and 164 Ib down and 164 Ib up at 19-3-0 on top chord,and 191 Ib down and 207 Ib up at 6-0-0,and 191 Ib down and 207 Ib up at 19-2-4 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). 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard Walter P.Finn PE No.22899 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA Inc.FL Cert 8694 Uniform Loads(plf) 8804 parka East Blvd.Tampa FL 39810 Vert:1-2=54,2-3=-54,3-5=54,5-6=54,6-7=54,8-13=10 Dzte: October 3,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rsv.10/03/2015 BEFORE USE. o 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 ahvays 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 ANS1r PII Quality Criteria,DSB-09 and BCSI Building Component 6904 Parke l=ast 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 715247347 Ply 1548842 T01 Hip Girder 1 1 ' Job Rgkrence(optional) Builders FirstSource, Jad(sonldlle,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:34 2018 Page 2 ID:MbtwWStW6Sn3UPgGBSeoy)(TkT-5UAPRh?eSi?M8k1 BLvxNG800tW6FvZGbNwb_kyyX4zi LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=117(8)5=117(8)12=191(8)9=191(8)14=96(13)15=96(13)16=96(B)17=96(B)18=96(B)19=96(13)20=19(B)21=19(13)22=19(8)23=19(6) 24=19(B)25=19(B) A WARNING-V.dly design Parameters and READ NOTES ON THIS AND INCLUDED Ai REFERENCE PAGE MI-7473 rev.14W,2015 BEFORE USE. " Design valid for use only with MTekS 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 11 ll'Te l.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MY� 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPl1 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 P ly T15247348 Hip 1548842 T02 1 1 Job Referenceoptional) Builders FirstSoume, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15.05:35 2018 Page 1 I D:MbtwOJStW6Sn31JPgGBSeoyXTkT-Zgjne 10GD?7DIucNudScpMZcvwW4e6Vk.IXGOyX4zk 41-12 12-7-8 17-3-0 21-1-4 25-3-0 ,26-3-0 1-0-011-1 3 10 4 4-7-8 4-7-8 3 10 4 4-1-12 1-" Scale=1:44.7 4x6= 3x4= 4x6 4.0o 12 4 5 6 4x6 <5:� 7 2x4 11 2x4 I 2 8 1 g d, � I 14 13 12 _ 11 10 6x8= 3x8 = 3x6 3x8 = 6x8 = 8-0-0 17-3-0 25-3-0 8-0-0 9-3-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.30 11-13 >995 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.25 11-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.06 10 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:135 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-6-0 oc bracing. REACTIONS. (Ib/size) 14=863/0-5-8,10=863/0-5-8 Max Horz 14=14(LC 10) Max Uplift 14=624(LC 8),10=624(1-C 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=115/292,3-4=1277/2042,4-5=1186/1987,5-6=1186/1987,6-7=1277/2042, 7-8=115/291,2-14=204/290,8-10=204/291 BOT CHORD 13-14=1616/1099,11-13=1960/1354,10-11=1600/1099 WEBS 4-13=458/226,55-13=-300/181,5-11=-300/181,6-11=458/226,3-14=1198/1663, 7-10=1198/1662 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=25ft;Cat.Il;Exp C,Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 624 Ib uplift at joint 14 and 624 Ib uplift at joint 10. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 9834 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 AWARNING-Verify 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 property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fablcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCS'Building Component 6904 Parke East BIW. 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 715247349 1548842 T03 Hip 1 1 ' Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:36 2018 Page 1 1 D:MbtAJStW6Sn31JPgGBSeoyXTkT-1 tHAsN 1 u_JF4N 1 BZSKzrLZ5i7JuzNVEurE44oryX4zj -1-0-0 5-1-12 r 10-0.0 15-3-0 1 20-1-4 25-3-0 1-0-0 5-1-12 4-10-4 5-3-0 4-104 5-1-12 Scale=1:44.7 4x6 4x8= 4.00 12 4 5 4x6 4x6% 3 6 N 3x43X4 2 7 a 1 6 13 12 11 _ 10 9 6x8= 3x8=3x6 3x4 = 6x8 = i 10-0-0 15-3-0 2530 10-0-0 5-3-0 10-0-0 Plate Offsets(X,Y)— 15:0-5-4.0-2-0t LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.47 12-13 >643 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.39 12-13 >760 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.04 9 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix-MS Weight:137 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. REACTIONS. (Ib/size) 13=863/0-5-8,9=863/0-5-8 Max Horz 13=18(LC 12) Max Uplift 13=617(LC 8),9=617(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=187/442,3-4=1212/1940,4-5=1111/1892,5-6=1213/1940,6-7=-187/442, 2-13=242/354,7-9=242/354 BOT CHORD 12-13=1667/1160,10-12=1689/1111,9-10=1654/1160 WEBS 4-12=382/194,5-10=-384/194,3-13=-1182/1533,6-9=1183/1533 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=2511;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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 bads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 617 Ib uplift at joint 13 and 617 Ib uplift at joint 9. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA Inc.FL Cod 8834 6904 Parke East Blvd.Tampa FL 33610 Data: October 3,2018 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev.100.1/2015 BEFORE USE. Design valid for use only wrth 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 ANSVrP11 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 1548842 704 Hip 1 1 715247350 �JgbRf nl Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:37 2018 Page 1 ID:MbtwOJStW6Sn3lJPgGBSeoyXTkT-V3rY3j2Vv1dNx?BmmO1 U4uneu3jG261 L14ugeLHyX4zi r1-0-0 6-1-12 12-M 13-3-0 19-1-4 25-3-0 +26-3-0 1-0-0 6-1-12 5-10-4 1-3-0 5-10-4 6-1-12 11-0-0 Scale=1:44.7 4x6= 4x6 = 4 5 4.00 12 3x4% 3x4 3 6 f1l 4x6 4x6 z v5 2 7 1 6 � 1 15 14 13 12 11 10 9 3x6 I 4x4= 3x6 3x4= 3x4= 4x4= 3x6 I 6-1-12 12-M 19-1-4 25.3-0 6.1-12 5-1104 1-3-0 5-10.4 6-1-12 Plate Offsets(X Y)— [2:0-3-0,0-1-81,[7:0-3-0,0-1-81 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 0.66 Vert(LL) 0.17 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.14 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.04 9 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MS Weight:141 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 1 Row at midpt 2-14.7-10 REACTIONS. (Ib/size) 15=863/0-5-8,9=863/0-5-8 Max Horz 15=27(LC 13) Max Uplift 15=608(LC 8),9=608(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1347/2084,3-4=-1103/1748,4-5=998/1713,5-6=1103/1748,6-7=1347/2084, 2-15=-830/1205,7-9=-830/1206 BOT CHORD 12-14=1901/1230,11-12=1475/998,10-11=1891/1230 WEBS 3-12=345/492,4-12=-395/184,5-11=-395/184,6-11=345/492,2-14=1716/1117, 7-10=1717/1117 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right 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 bads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 608 Ib uplift at joint 15 and 608 Ib uplift at joint 9. 7)This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA.Inc.FL Cert 8834 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010312015 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 MOW T ekbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iVli i fabrication,storage,delivery,erection and braring of trusses and truss systems,see ANSIRPII 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 715247351 1548842 T05 COMMON 1 1 ' Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:38 2018 Page 1 I D:MbtwOJStW5Sn31JPgGBSeoyXTkT-zFPwH328WwVocLLyalOJQ_A4Z7XDrSKBIYZBtjyX4zh -1-0-0 6-5-8 12-7-8 18-9-8 253-0 26-3-0 1-0-0 6-58 6-2-0 6-2-0 6-58 1-00-0 Scale=1:44.0 4x6 = 4 4.00 12 4x4 4x4 3 5 n 4x4 4x4 2 6 �1 7 11 1013 14 9 1 12 3x4 = 3x6 = 3x4= 8 6x8 = 6x8 = i 8.6-3 16-8-13 25-3-0 883 8-2-11 816-3 Plate Offsets(X Y1— 12:0-2-0 0-1-121.[6:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.29 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.24 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES W I 0.57 Horz(CT) -0.06 8 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-MS Weight:133 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-1-8 oc bracing. WEBS 1 Row at midpt 3-12,5-8 REACTIONS. (Ib/size) 12=863/0-5-8,8=863/0-5-8 Max Horz 12=30(LC 12) Max Uplift 12=-604(LC 8),8=604(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=216/423,3-4=1250/2093,4-5=1250/2093,5-6=216/423,2-12=281/372, 6-8=281/373 BOT CHORD 11-12=1837/1225,9-11=1378/957,8-9=1828/1225 WEBS 4-9=659/335,4-11=-659/335,3-12=1199/1734,5-8=1199/1733 NOTES- (6) 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=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Extenor(2)zone;end vertical left and right 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 604 Ib uplift at joint 12 and 604 Ib uplift at joint 8. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cat NU 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 M AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rw.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 ANSVrPl1 Quality Criteria,DSB49 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 715247352 1548842 T05A Common 2 1 Job Reference o I - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:39 2018 Page 1 I D:Mb1vAJStW6Sn3IJPgGBSeoyXTkT-SSzIUP3mHEdfEVw87SXYzgHbXvTaylKXCJIPAyX4zg -1-0-0 6-5.8 12-7-8 18-9-8 253-0 1-0 0 6-5-8 6-2-0 6-2-0 6-5-8 Scale=1:43.2 4x6 = 4 4.00 12 4x4-- 4x4 3 5 4x4 11 4x4 11 2 6 �1 I 10 9 12 13 8 11 3x4= 3x6= 3x4 = 7 64 = 6x8 = 883 16-8-13 25-M B-6-3 8-2-11 883 Plate Offsets(X,Y)— 12:0-2-0.41-121 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.15 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.22 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:131 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 65-7 oc bracing. WEBS 1 Row at micipt 3-11,5-7 REACTIONS. (Ib/size) 11=865/G-5-8,7=797/Mechanical Max Horz 11=57(LC 12) Max Uplift 11=294(!-C 8),7=240(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=1253/927,4-5=1261/929,2-11=-281/300 BOT CHORD 1411=827/1228,8-10=567/960,7-8=829/1239 WEBS 4-8=197/345,58=227/253,4-10=-194/335,311=1202/797,5-7=1246/845 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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 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 36-0 tall by 2-40 wide will ft between the bottom chord and any other members,with BCDL=5.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 Ib uplift at joint 11 and 240 Ib uplift at joint 7. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walbr P.Finn PE No.22639 MiTek USA Inc.FL Cat K34 8904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AWARNING-Varity deslyn panmefers and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE 01-7473 rev.1oro3,2015 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 ANSVTPl1 Quality Criteria,DSB-89 and BCS,Building Component 6904 Parke Fast 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 715247353 1548842 T06 Monopitch Girder 1 1 ' Job Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 Mi7ek Industries,Inc. Wed Oct 3 15:05:40 2018 Page 1 I D:MbtvAJStW6Sn31JPgGBSeoyXTkT-weXghl4P2Y1 WsfVLhA2nWPGSfxEuJUTTms2lxcyX4zf 5.6-0 5-6-0 2x4 11 Scale=1:21.0 2 4.00 12 m 3x4 1 5 8 3 HTU26 HTU26 4 2x4 11 4x4 = 5-6-0 5-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.10 3-4 >640 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.16 3-4 >394 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=897/Mechanical,4=1011/0.5-8 Max Horz 4=70(LC 5) Max Uplift 3=307(LC 8),4=-300(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope);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.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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 307 Ib uplift at joint 3 and 300 Ib uplift at joint 4. 6)Use Simpson Strong-Tie HTU26(20-1 Cd Girder,11-1 Odx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. starting at 1-6-12 from the left end to 3-6-12 to connect truss(es)to front face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,3-4=-10 Concentrated Loads(lb) Vert:5=787(F)6=-787(F) Watter P.Finn PE No.22839 MiTek USA Inc.FL Cert UU 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 ®WARNING.Verify design paramefers 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 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 WOW 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 ANSIRPII Quality Criteria,DSB-89 and BCS,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 T15247354 1548842 T07 Roof Special Girder 1 o Reference o tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:42 2018 Page 1 ID:MbhvOJStW8Sn31JPgGBSeoyXTkT-sOeR6o6fa9OD5yejpb4FbgLnTkzHnApmDAXPOUyX4zd 6--" 12-7-816-2-4 19 9-0 25-4-9 30-10-7 36 6-0 3-11 44 11-0 4-11 6 5 8 6 2-0 3�i 12 3 6 12 5-7-9 5-5-13 5 7-9 1-5.8 6-11-8 1 Scale=1:82.0 5x6 = 4.00 12 NAILED 4 5x8 z�- NAILED 5x8 = 5x8 II 3x4 5 6x8= 2x4 11 3x6= 5x6_ 3 11 6 7 25 26 8 9 10 4x6 4x6zz� 1 2 1218 24 23 22 21 20 19 27 18 17 16 15 14 3x4 II 5x6= 4x8 = 4x8—_ 5x8= 4x8 = 2x4 II 6x8 = 5x6__ 3x6 II HTU26 4x10 MT20HS= NAILED HTU26 NAILED 12-7-8 30-10.7 3"" 40.&12 44-11-0 6-5-8 6-2-0 7-1� 5-7-9 5-5-13 5-7-9 4-0-12 4.4d Plate Offsets(X Y)— f6:0-5-4 Edoel [16:0-".0-2-41,f20:0-3-8,0-2-81 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 0.55 Vert(LL) -0.63 19-20 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -1.01 19-20 >532 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.10 14 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:562 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, 6-8,8-10:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 5-20:2x4 SP No.2 REACTIONS. (Ib/size) 24=2185/0-5-8,14=2631/0-5-8 Max Horz 24=32(LC 8) Max Uplift 24=717(LC 4),14=1043(1_c 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4142/1405,3-4=-4482/1621,4-5=-4456/1623,5-6=11204/4182,6-7=-11804/4515, 7-9=11804/4515,9-10=6888/2727,10-11=7365/2919,11-12=-4390/1695, 2-24=-2086/711,12-14=2512/1015 BOT CHORD 23-24=180/397,22-23=1251/3875,20-22=2299/6476,19-20=3786/10390, 17-19=-4143/10588,16-17=4143/10588,15-16=1870/4875,14-15=200/401 WEBS 323=606/261,3-22=-219/586,4-22=-922/2547,522=3408/1346,5-20=2311/6070, 6-20=-4418/1742,6-19=796/1726,7-19=402/224,9-19=-338/1364,9-17=-373/836, 9-16=-4149/1667,10-16=2372/949,11-16=1895/4845,11-15=1238/516, 2-23=-1155/3520,12-15=-1399/3804 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)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=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates 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 36-0 tall by 2-0-0 wide Wafter P.Finn PE No.22839 will fit between the bottom chord and any other members. MiTNk USA Inc.FL Cart 66U 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 717 Ib uplift at joint 24 and 1043 Ib uplift ggpq Parke East Blvd.Tampa FL 33810 at joint 14. 10) Use Simpson Strong-Tie HTU26(20-1 Od Girder,11-1 Odxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 57-8 oc max. Oats: starting at 253-12 from the left end to 30-11-4 to conned truss(es)to back face of bottom Chord. October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED af/TEK REFERENCE PAGE ae1-7179 rev.10109/2015 BEFORE USE. Design valid for use onty 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 venfy 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 ANSIRPII 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,Mexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715247354 1548842 T07 Roof Special Girder 1 Job Refer ti n Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2016 MiTek Industries,Inc. Wed Oct 3 15:05:42 2018 Page 2 I D:MbtwOJStVASn31JPgGBSeoyXTkT-sOeR6 Q6fagOD5yejpb4F bgLnTkzHnApmDAXPOUyX4zd NOTES- (13) 12)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 13)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-4=54,4-6=54,6-10=-54,10-11=-54,11-12=-54,12-13=54,14-24=-10 Concentrated Loads(lb) Vert:19=887(13)17=747(8)18=16(B)25=82(13)26=-82(B)27=16(13) QWARNING-Verify design paranwt—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 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,Alexandra,VA 22314. Tampa,FL 36610 JobTruss Truss Type Qty Ply 715247355 1548842 TOB Roof Special 1 1 Job Reference o ion I Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:43 2018 Page 1 ID:MbtvvOJStW6Sn31JPgGBSeoyXTkT-KDCpKm6HLTB4j6DvMlbU72usb8ARWexwSgHyYxyX4zc 65b12-7-8 17-9-0 24-3-11 30-10-5 375-0 44-11-0 4 11 6.5_8 5 8 6 2-0 51_8 6-6-11 6811 6811 780 -0 Scale=1:83.2 5x8 = 4.00 12 4x4 = 4 5x8= 3x4= 06 = 5x6= 5x6 5 5 6 7 8 9 3 04 11 7x14 MT20HS 1 2 10 11 19 18 20 21 17 16 15 14 13 12 6x8 3x4 — 3x6— 3x4= 7x8 — 3x6 11 5x12= 3x8 MT20HS= 9-0-4 17-9-0 27--0 375-0 7 44-11-0 9-0� 85 12 9 10-0 8 9-10-0 70 Plate Offsets(X Y>— [2:0-2-0,0-1-121.f7:0-3-0 Ednel f 10:0-3-0 0-2-01 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 0.91 Vert(LL) -0.57 1516 >945 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.95 1516 >564 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.18 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:232 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 57:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2`Except` WEBS 1 Row at mid pt 4-16,8-13,3-19,10-13 14-17:2x4 SP M 31 WEBS 2x4 SP No.3`Except` 4-16:2x4 SP No.2 REACTIONS. (Ib/size) 19=1492/0-58,12=1492/0-58 Max Horz 19=30(LC 17) Max Uplift 19=-404(LC 9),12=524(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=267/247,3-4=2681/1807,4-5=-4677/3099,56=4328/2838,6-8=-4247/2740, 8-9=2581/1715,9-10=2746/1729,2-19=305/314,10-12=-1452/1027 BOT CHORD 18-19=1586/2458,16-18=1488/2455,1516=-2809/4508,13-15=2408/3893, 12-13=228/286 WEBS 4-16=1758/2743,516=1747/1225,6-16=-344/161,6-15=-383/334,8-15=-2561521, 8-13=-1508/985,9-13=244/509,3-19=2530/11635,10-13=-1315/2273 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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)All plates are MT20 plates unless otherwise indicated. 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,with BCDL=5.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 404 Ib uplift at joint 19 and 524 Ib uplift at joint 12. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE Na.22839 Ii USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7479 rev.10,113,2015 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 ANS1r 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 Job Truss Truss Type Qty Ply T15247356 1548842 T09 Roof Special 1 1 ' Job Reference o tional Builders FirstSourre, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:44 2018 Page 1 ID:Mbtv4JStW5Sn31JPgGBSeoyXTkT-oPmBX67v5mGxKGo6wO6jgFQ1 KYVsF413hUOW4NyX4zb --0 6-5-8 12-7-8 15-9-0 22-3-11 2&10-5 35-5-0 40-0-4 4411-0 4-11 -0 6-5-8 6-2-0 3-1-8 6811 6811 6-6-11 47-4 4-10-12 -0 Scale=1:80.7 5x6= 3x4= 4.00 12 5x6= 4 5x6 = 3x4 = 3x6= 5 6 7 8 9 5x6 4x6 3 10 4x4 I 3x4 11 0 v 1 2 11 12 a � I 20 19 18 17 16 15 14 13 6x8 = 3x4= 3x6=6,13= 3x4= 4x6 = 3x8 = 6x8= i 8-0� 15.9-0 25-7-0 355-0 4411-0 8-0-4 7812 9-10-0 9-10-0 980 Plate Offsets(X,Y)— 12:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.45 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.76 16-17 >704 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(CT) 0.19 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:240 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 15-18:2x4 SP M 31 WEBS 1 Row at midpt 8-14,320,10-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 20=1492/0-5-8,13=1492/0-5-8 Max Horz 20=30(LC 13) Max Uplift 20=-404(LC 9),13=524(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=265/252,3-4=2675/1818,45=3732/2501,5-6=3473/2310,6-8=3702/2421, 8-9=2563/1720,9-10=2721/1762,2-20=304/315,11-13=-257/261 BOT CHORD 19-20=1574/2462,17-19=1475/2453,16-17=2353/3821,14-16=2145/3506, 1314=1437/2256 WEBS 417=1277/2015,5-17=1393/980,6-17=540/286,8-16=131/359,8-14=1 1281748, 9-14=-3101559,10-14=-831337,3-20=-2537/1616,10-13=2424/1586 NOTES- (7) 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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 bads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 404 Ib uplift at joint 20 and 524 Ib uplift at joint 13. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22939 MiTek USA Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 Q WARNING-Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev.1603/2015 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 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Typepry Ply 1548842 T10 Hip 1 1 Job Reference o tional 715247357 - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:45 2018 Page 1 ID:MbtvAJStW6Sn31JPgGBSeoyXTkT-GbKZIS8Xs4OoyONlUjeyDTzD9yzG_bgCv8m3dpyX4za --0 5-10-12 11$-018-9-11 26-1-5 33-5-0 39-0-4 4411-0 4-11 5 10.12 5.7-4 7-3-11 7-3-11 7-3-11 5 7-4 5-10.12 -0 Scale=1:77.8 54 = _ 4.00 12 3x4 = 34 - 3x4 = 5x6 4 5 6 7 8 44 4x6 3 9 4x4 4x4 I 'A 1 2 10 11 16 18 17 16 19 20 15 21 22 14 13 12 6x8 = 3x8= 4x6 = 3x4= 4x6= 3x8= 6x8 = 11.6-0 225$ 33.5-0 4411-0 11$-0 10-11-8 10.11$ 11-6-0 Plate Offsets(X,Y)- 12:0-2-0.0-1-121.110:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.35 13.15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.59 13-15 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.15 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:235 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17,7-13,3-18,9-12 REACTIONS. (Ib/size) 18=1492/0-&8,12=1492/0-5-8 Max Horz 18=25(LC 13) Max Uplift 18=-527(LC 8),12=527(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=260/205,3-4=2704/1748,45=2533/1711,5-7=3258/2150,7-8=-2533/1711, 8-9=2704/1748,9-10=260/205,2-18=293/291,10-12=293/291 BOT CHORD 17-18=1539/2385,15-17=1941/3219,13-15=-1939/3219,12-13=1525/2384 WEBS 3-17=-6/355,4-17=272/514,5-17=938/562,7-13=938/562,8-13=272/514, 9-13=-6/355,3-18=2468/1630,9-12=-2468/1630 NOTES- (7) 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=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Extenor(2)zone;end vertical 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 527 Ib uplift at joint 18 and 527 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walbr P.F'mn PE No.22939 MiTa k USA.Inc.FL Cart KU 8904 Parke East Bhrd.Tampa FL 33610 Deft: October 3,2018 N AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1-7173-.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 Tek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPII Quality Criteria,DSB-89 and BCS,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 PN 715247358 1548842 T11 Hip 1 1 • Reference tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:47 2018 Page 1 I D:MbtwOJStVASn31JPgGBSeoyXTkT-D_S K989oOheWBkXhb8gQl u2c41YCSScVNSFAhiyX4zY -1 6-10.12 13-(x0 19-5111 25-5-5 31-5-0 38-0.4 44-11-0 4 11 -0- 6-10.12 6-7-4 s-11-11 5-11-11 5-11-11 6-7-4 s-10-1z Scale=1:77.6 5x6 = 3x6 = 5x6 = 4.00 12 3x4 = 3x4 = 4 5 B 7 8 3x4 >3x4 3 j2S;; 5x8 Ch 1 10 11 20 19 18 17 21 22 16 23 24 15 14 13 12 3x6 II 5x6 = 3x8= 4x6 3x4 = 4x6= 3x8 = 5x6= 3x6 I i 6-10-12 13�'i0 22-5-8 31-5A 38-0-4 4411-0 6-10-12 6-7-4 6-11-8 8-11-8 6-7-0 6-10.12 Plate Offsets(X Yl- [2:0-3-0,0-2-01,[10:0-3-0.0-2-01,113:0-3-0.0-1-121,[19:0-3-0,0-1-121 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 0.69 Vert(LL) -0.34 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.58 16-18 >928 180 BCLL 0.0 Rep Stress Incr YES W13 0.89 Horz(CT) 0.14 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:248 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-15-2 oc bracing. WEBS 1 Row at midpt 2-19,10-13 REACTIONS. (Ib/size) 20=149210-5.8,12=1492/0-5-8 Max Horz 20=34(LC 13) Max Uplift 20=-522(LC 8),12=522(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2702/1754,3.4=-2626/1741,4-5=2445/1708,5-7=2867/1950,7-8=2445/1708, 8-9=2626/1741,9-10=2702/1755,2-20=145111037,10-12=1451/1037 BOT CHORD 18-19=1580/2508,16.18=1696/2843,14-16=-1695/2843,13-14=1568/2508 WEBS 3-19=315/279,4-18=278/500,5-18=-677/360,7-14=677/360,8-14=278/500, 0-13=-3151280,2-19=-144012328,10-13=1441/2328 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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 bads. 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 522 Ib uplift at joint 20 and 522 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 8634 4904 Parke East Blvd.Tampa FL 33410 Data: October 3,2018 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ag1.7179 rev.10ADJ/2015 BEFORE USE. Design valid for use only with MTeM 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 ItiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is at ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrMl quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suhe 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1548842 T12 Hip 1 1 Job Reference o tional 715247359 ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:48 2018 Page 1 I D:Mbtv4JStV46Sn31JPgGBSeoyXTkT-hAOiNUAQ9?mNpt6t9rBfg5bl69xpBvrfb6JD8yX4zX 7-10-12 15fr-0 22-5-8 29-5-0 37-0-4 44-11-0 41-1 1 -0 7-10-12 7-7l 6-11-8 6-11 7-7-0 7-10-12 -0 Scale=1:78.9 4.00 12 5x8 2x4 II 5x8= 5 6 7 3x<�--� 3x4 4x6 8 4x6 3 9 45x8 5x8 � � �1 2 10 11 21 20 19 18 17 22 16 23 15 14 13 12 3x6 II 5x6= 3x6 = 3x6 3x8= 3x4= 5x6= 3x6 II 3x4= 3x6 = i 7-10-12 22-5-8 29-5-0 37-0-4 44-11-0 7-10-12 7-7-4 6-111 6-111 7-7� 7-10-12 Plate Offsets(X,Y)— 12:0-3-0,0-1-81,[3:0-3-0.Edael.15:0-5-4.0-2-81.17:0-5-4.0-2-81.[9:0-3-0.Edael.[10:0.3-0.0-1-81.[13:0-3-0.0-1-121.120:0-3-0.0-1-121 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 0.80 Vert(LL) -0.28 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.44 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES W3 0.89 Horz(CT) 0.12 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:251 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, 5-7:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-18,8-15,2-20,10-13 REACTIONS. (Ib/size) 21=1492/0-58,12=1492/0-5-8 Max Horz 21=-43(LC 17) Max Uplift 21=515(LC 8),12=515(!-C 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=2774/1813,4-5=-2535/1709,5-6=2606/1843,6-7=2606/1843,7-8=2535/1709, 8-10=-2774/1813,2-21=1449/1049,10-12=1449/1049 BOT CHORD 20-21=225/261,18-20=1626/2569,16-18=1371/2341,15-16=1368/2341, 13-15=1616/2569,12-13=187/261 WEBS 4-20=251/259,4-18=-301/284,5-18=-84/294,5-16=-223/526,6-16=-423/338, 7-16=-223/526,7-15=-84/294,8-15=301/284,8-13=251/259,2-20=1441/2330, 10-13=1443/2330 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=25ft;Cat.Il;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 515 Ib uplift at joint 21 and 515 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walbr P.Finn PE No.2n39 MiTek USA.Inc.FL Cort 6634 8804 Parke Ellet Blvd.Tampa FL 33610 Date: October 3,2018 AWARMNG-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 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 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 T15247360 1548842 T13 Hip Girder 1 1 Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:49 2018 Page 1 ID:Mbtv4JStMSn31JPgGBSeoyXTkT-9Na4apB2wJuER1h3jZiuNJ8wZMywSjogmkHmayX4zW -1-0-0 6-0-0 7-11-0 13-11-0 1-0-0 6-0.0 1-11-0 6-0-0 Scale=1:24.6 Special 4x8= Special 4x6 = 3 4 4.00 12 5x6 3x8 � n 5 d 2 A n r� 8 7 6 9 4x4= 4x8= 3x6 I 3x6 II Special Special 6-0-0 i 7-11-0 13-11-0 6-0-0 1-11-0 6-0-0 Plate Offsets(X.Y}- 12:0-2-14.0-2-81.13:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017(rP12014 Matrix-MS Weight:77 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. REACTIONS. (Ib/size) 9=812/0-5-8,6=740/Mechanical Max Horz 9=28(LC 8) Max Uplift 9=479(LC 4),6=422(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1211/764,3-4=1105/755,4-5=1214/765,2-9=777/492,5-6=705/435 BOT CHORD 7-8=704/1097 WEBS 2-8=629/947,5-7=661/988 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.Il;Exp C;Enc., GCpi=0.18;MWFRS(envelope),end vertical left 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.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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 479 Ib uplift at joint 9 and 422 Ib uplift at joint 6. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 Ib down and 164 Ib up at 6-CLO,and 164 Ib down and 164 Ib up at 7-11-0 on top chord,and 191 Ib down and 207 Ib up at 6-0-0,and 191 Ib down and 207 Ib up at 7-10-4 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). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-2=54,2-3=-54,3-4=54,4-5=54,6-9=10 Concentrated Loads(lb) Wafter P.Finn PE No.22839 Vert:3=117(F)4-117(F)8=191(F)7-191(F) MiTek USA Inc.FL Cort 6834 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED Ali REFERENCE PAGE ANI-7473 rev.10,03/2075 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 a truss system.Before use,the building designer must verily 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 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss ]�Mr uss Type Qty Ply 715247361 1548842 T14 onopitch Girder 1 1 �Job Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:50 2018 Page 1 I D:MbhWJStW6Sn31JPgGBSeoyXTkT-dZ7So9Cghc052BFGHGD7wWg97zZkfOvy3QTg11 yX4zV 5.6-0 5-&0 2x4 11 Scale=1:21.0 4.00 12 2 3x4 1 Li 5 6 3 NAILED HTU26 4 2x4 11 4x4 = 5-6-0 5-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.08 3-4 >790 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.11 3-4 >561 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-MP Weight:34 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. REACTIONS. (Ib/size) 3=757/Mechanical,4=540/0-5-8 Max Horz 4=63(LC 4) Max Uplift 3=412(1_C 4),4=-239(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14=263/131 NOTES- (11) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 412 Ib uplift at joint 3 and 239 Ib uplift at joint 4. 6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-1 Odxl 1/2 Truss,Single Ply Girder)or equivalent at 4-0-12 from the left end to connect truss(es)to back face of bottom Chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)"NAILED"indicates 3-1 Od(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 94 Ib up at 0-1-12 on top 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). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,3-4=-10 Concentrated Loads(lb) Vert:1=122 5=111(B)6=-730(B) Walter P.Finn PE No.22839 MiTek USA Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 A0,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-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 at ays 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,DS849 and SCSI Building Component 6904 Parke Fast 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 Pty 715247362 1548842 T15 Hip Girder 1 1 ' b Reference o i nal Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:53 2018 Page 1 ID:MbtwOJSt%%Sn31JPgGBSeoyXTkT-18pbOBEY_XOg%f ryPngX9lagAegrSgOlOiUvMyX4zS r1-0-0 7-0-0 14-0-0 181-823-1-0 27-7-4 31-4-0 38-4-0 39-10-q 180 7-0 0 7-0-0 488 4-6-8 4" 3 8 12 7-0-0 11-0 Scale=1:69.2 Special NAILED NAILED Special NAILED NAILED NAILED NAILED 5x12 = _ Special5.00 12 NAILED NAILED 2x4 II NAILED 4x12 = 3x6 = 2x4 II NAILED 5x12 54 _ 3 22 23 24 4 25 26 5 27 6 7 28 8 29 30 9 5x6% gx6 4 nn on nij A 2oe< 8 10 11 1 35 36 7x10 =NAILED 1177x10 21 20 31 32 33 34 19 SpecialNAILED 15 39 14 40 41 13 12 3x6 5x8= 2x4 II 6x8 6x8 = 3x6 II NAILED 4x4 I NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED Special 7-0-0 14-0-0 18-0A 23-1-0 27-7� 31�-0 38 -0 7 0-0 7-0-0 488 4 6 8 41 4 3-6-12 7-M Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[3:0-9-12,0-2-8],[5:0-4-0,0-1-8],[9:0-3-12,0-2-8],[10:0-3-0,0-1-12],[14:0-3-8,0-3-0],[16:04-0,Edge], 18:0-3-8,Edge),[19:Edge,0-3-8], 120:0-2-0.0-2-41 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 0.87 Vert(LL) 0.41 19-20 >806 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.55 19-20 >596 180 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.15 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:228 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, 3-6:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 3-0-3 oc bracing. 4-19,7-15:2x4 SP No.3,16-18:2x4 SP M 31 WEBS 1 Row at midpi 3-18,5-16,14-16,10-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 21=1401/0-5-8,12=589/0-5-8,14=4458/0-5-8 Max Horz 21=44([-C 32) Max Uplift 21=668([-C 4),12=-831(LC 19),14=2340(1-C 5) Max Grav 21=1401(LC 19),12=457(LC 7),14=4458(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2182/1111,3-4=-4053/2179,4-5=4108/2205,5-7=-643/1274,7-8=674/1332, 8-9=838/1682,9-10=-922/1779,2-21=1372/689,10-12=-422/861 BOT CHORD 4-18=391/233,17-18=1284/2428,16-17=-1284/2428,7-16=304/183,13-14=3084/1680 WEBS 3-20=262/159,18-20=918/1858,3-18=1189/2242,518=-902/1822,5.17=357/713, 5-16=-4013/2186,14-16=334511818,8-16=1004/1921,8-14=2731/1430, 8-13=-1138/2213,9-13=1010/544,2-20=922/1783,10-13=1700/930 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);end vertical 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 bads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 668 Ib uplift at joint 21,831 Ib uplift at joint 12 and 2340 Ib uplift at joint 14. 7)"NAILED"indicates 3-1 Od(0.148'x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 Ib down and 152 Ib up at 7-0-0,26 Ib up at 19-0-12,and 26 Ib up at 19-3-4,and 129 Ib down and 152 Ib up at 31-4-0 on top chord,and 317 Ib down and 210 Ib up at 7-0-0,190 Ib down and 116 Ib up at 19-0-12,and 190 Ib down and 116 Ib up at 19-3-4,and 317 Ib down and 210 Ib up at 31-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Walter P.Finn PE No.22896 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MiTek USA Inc.FL Cart 8694 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any MIT Parke Inc.ast FLBlvC Tampa FL 396f0 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Date: LOAD CASE(S) Standard October 3,2018 nn narip p WARNING•Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7173 rev.fag3/20/S BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shorn,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 bucking 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 ANSVTPl1 Quality Criteria,DSB-89 and BCSi Building Component 6904 Parke Fast 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 �P7Job T15247362 1548842 T15 Hip Girder 1Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:53 2018 Page 2 ID:MbhWJSt%MSn31JPgGBSeoyXTkT-18pbQBEY_XOgvl rypngX9lagAegrBgOlOiUvMyX4zS 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=54,3-9=54,9-10=54,10-11=-54,19-21=10,16-18=10,12-15=10 Concentrated Loads(lb) Vert:3=82(F)6=18(F)9=82(F)7=26(F)16=115(F)13=317(F)22=26(F)23=26(F)24=26(F)25=18(F)26=18(F)27=35(F)28=26(F)29=-26(F)30=-26(F) 31=317(F)32=115(F)33=115(F)34=115(F)35=190(F)36=190(F)37=379(F)38=190(F)39=115(F)40=115(F)41=115(F) WARNING-Verify 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 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 ANSVTPII 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 Py T15247363 1548842 T16 Half Hip 1 1 ' Lb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:54 2018 Page 1 ID:Mbtwl7JStW6Sn31JPgGBSeoyXTkT-VKNzdXFBIrWXXoZ1 W6134MrgEawWafFX_2R1 RoyX4zR X1-6-0 4-7-12 9-0-0 14-0-0 181'x8 23-1-0 27-5.6 i 1.6-0 4-7-12 4-4-4 5-0-0 411-8 4-6-8 4-4$ Scale=1:49.4 4x8= 2x4 3x4—_ 3x6= 2x4 11 3x8= 4 5 3 7 8 17 9 5.00 12 4x6 3 2x4 II 2 13 12 1 7x8= 7x8= 6 r 16 15 14 11 10 6x8 = 3x10 = 2x4 2x4 I 6x8= 9-0-0 14.0.0 � 23-1-0 27-5� Plate Offsets(X Y1— [4:0-5-8,0-2-01,[12:0-2-4.0-3-41,[13:0-2-8.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.30 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.49 12-13 >661 180 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.15 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:172 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-7-9 oc puffins, BOT CHORD 2x4 SP No.2'Except` except end verticals. 5-14,8-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1135/Mechanical,16=995/0-5-8 Max Horz 16=145(LC 12) Max Uplift 10=387(LC 9),16=286(1-C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=1295/828,4-5=2267/1535,&6=-2294/1542,6-8=1401/904,8-9=-1403/917, 9-10=1118/748,2-16=251/288 BOT CHORD 15-16=917/1126,5-13=279/225,12-13=1383/2034,8-12=505/382 WEBS 4-15=-410/316,13-15=830/1212,4-13=-850/1304,6-13=185/316,6-12=737/558, 9-12=-1103/1685,3-16=1264/794 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vuk=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.If;Exp C;Encl., GCpi=0.18;MWFRS(envelope)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 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 387 Ib uplift at joint 10 and 286 Ib uplift at joint 16. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)362 Ib down and 202 Ib up at 24-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Walter P.Finn PE No,22838 Uniform Loads(plf) ek USA Inc.FL CM 8831 Vert:1-2=54,2-4=-54,4-9=54,14-16=10,12-13=10,10-11=10 MiTMiTParke East Blvd.Tampa FL 33810 Concentrated Loads(lb) 69D4 Vert:17=300 Dab: October 3,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W1.7473 ray.140"015 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 ANS11TPI1 Quality Crtteria,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 715247364 1548842 T17 Half Hip 1 1 Job Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:55 2018 Page 1 ID:MbhvOJStW6Sn31JPgGBSeoyXTkT-_XxLrtGpW9eN9y8D3ppldaOx4 GIJ11hCiBbzEyX4zQ -1F-0 5-7-1211-0-0 14-M 18-6-8 23-1-0 27-5.6 1.6-0 5-7-12 5--4 3-0-0 488 4.6-8 44-6 Scale=1:49.1 4x8= 2x4 3x4 = 34= 2x4 II 3x6 = 4 5 6 7 8 17 9 5.00 12 4x6 3 3x4 I 2 13 12 1 7x8= 7x8 = 16 15 14 11 10 6x8= 4x8 = 2x4 II 2x4 II 6x8 = 11-0-0 14-0.0 23-1-0 27-5-0 1140-0 3-0-0 9-1-0 Plate Offsets MY)- 14:0-5-4 0-2-01 f 12:0-2-4 Edoel.113:0-2-8 Edgel 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) -0.36 15-16 >901 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.56 15-16 >584 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.12 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:178 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x4 SP No.2'Except* except end verticals. 55-14,8-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5--10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1135/Mechanical,16=995/0-58 Max Horz 16=175(LC 12) Max Uplift 10=385(LC 9),16=269(LC 8) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3.4=1234/777,4-5=1738/1216,5-6=-1761/1227,6-8=1081/711,8-9=-1085/722, 9-10=1120/760,2-16=286/315 BOT CHORD 15-16=983/1174,12-13=-1099/1572,8-12=504/381 WEBS 3-15=109/251,4-15=-619/481,13-15=893/1316,4-13=745/1089,6-13=162/261, 6-12=-622/491,9-12=-958/1438,3-16=1247/785 NOTES- (9) 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 Ib uplift at joint 10 and 269 Ib uplift at joint 16. 8)Hanger(s)or other Connection device(s)shall be provided sufficient to support concentrated load(s)362 Ib down and 202 Ib up at 24-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 WalbrP.Finn PE No.22838 Uniform Loads(plf) IhTsk USA,Inc FL Con KU Vert:1-2=54,2-4=-54,4-9=54,14-16=10,12-13=10,10-11=10 8904 Pada East Blvd.Tampa FL 33810 Concentrated Loads(lb) ; Vert:17=300 October 3,2018 Q WARNING-Verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 a truss system.Before use,the building designer must verify the applicability of design parametersand property incorporate this design into the overall ;� building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M11ek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIt Quality Crtteria,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 city Ply 715247365 1548842 T18 Half Hip 1 1 - Lb Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:56 2018 Page 1 ID:MbtwOJStW6Sn3IJPgGBSeoyXTkT-SjVk2DGRHSmEn6jPdXKX9nw8ONgD2cigRLw8 WgyX4zP -1�-0 6-7-12 13-M 14-M 18E-8 23-1-0 27-5.6 1.6-0 6-7-12 6-4-4 1-0-0 4�i-8 4." 4-4-6 Scale=1.49.1 4x6= 2.4 3x4 = 2x4 4x4 = 4 5 6 7 8 5.00 12 3x4 3 lb dr —/ \1— 4x6 2 12 11 1 7x8= 7x8= d N 15 14 13 10 g 3x6 I 4x8 = 2x4 II 2x4 II 6x8= i 6-7-12 14-0-0 23-1-0 6-7-12 7��1 9-1-0 4-" Plate Offsets(X Yl— [11:0-2-12Edae [12:0-2-8�0-301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.27 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.43 11-12 >766 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.07 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:190 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, BOT CHORD 2x4 SP No.2'Except* except end verticals. 5-13,7-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 12-14 REACTIONS. (Ib/size) 9=866/Mechanical,15=964/0-5-8 Max Horz 15=205(LC 12) Max Uplift 9=289(1_C 9),15=255(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1340/800,34=1441/957,4-5=1318/970,5-6=1335/976,6-7=703/473, 7-8=694/472,8-9=1549/591,2-15=931/686 BOT CHORD 14-15=-457/227,11-12=-839/1157,7-11=253/212 WEBS 314=429/401,4-12=-149/339,6-12=-189/254,6-11=626/506,8-11=697/1023, 2-14=-553/1072,12-14=975/1198 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=25ft;Cat.ll;Exp C;End., GCpi=0.18;MWFRS(envelope)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 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 289 Ib uplift at joint 9 and 255 Ib uplift at joint 15. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.221139 Wall USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 3361D Date: October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 11011TEK REFERENCE PAGE aE1-7473 rev.lddV3/2015 BEFORE USE. Design valid for use onty 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 ANSVTP11 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 Ory Ply T15247366 1548842 T19 Half Hip 1 1 Job Reference otion I - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:57 2018 Page 1 I D:Mbtv4JStMSn31J PgGBSeoyXTkT-wv26GZH31 mu5OGlcBErrni?TEsnOunyF_g?gi27yX4zO -1-0-0 7-1-12 14-0-0 15-0-0 19-0-8 23-1-0 27-56 1E-0 7-1-12 6-10-4 1-0-0 4-0-8 + 4-0-8 4�-6 Scale=1:49.4 5x6 3x4 2x4 4x4 = = 2x4 II 6 7 8 9 5.00 12 5 3x4 4 3x6 3 4x6 2 13 12 1 8x10= 17 18 7x8= d N 16 15 14 11 10 3x6 II 4x8= 2x4 I 2x4 I 6x8 = i 7-1-12 14-0-0 23-1-0 27-5-6 I 7-1-12 6-10-4 --0 4-0-6 Plate Offsets(X Y�— 12:0-3-0,0-1-81,[6:0-3-0.0-241,112'0-2-12 Edgel [13:0-4-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.27 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.42 12-13 >774 180 BCLL 0.0 Rep Stress Incr YES W3 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:196 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, BOT CHORD 2x4 SP No.2'Except* except end verticals. 5-14,8-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=866/Mechanical,16=964/0-5-8 Max Horz 16=235(LC 12) Max Uplift 10=286(1-C 9),16=261(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=1351/790,4-5=1431/955,5-6=1403/1070,6-7=1146/881,7-8=591/409, 8-9=585/410,9-10=850/607,2-16=927/681 BOT CHORD 15-16=531/269,5-113=290/317,12-13=706/940 WEBS 4-15=-441/420,13-15=996/1201,6-13=394/493,7-13=251/294,7-12=564/477, 9-12=-669/953,2-15=-509/1038 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)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 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,with BCDL=5.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 286 Ib uplift at joint 10 and 261 Ib uplift at joint 16. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waller P.Finn PE No.22839 MiTek USA.Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 A AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED egTEK REFERENCE PAGE M167173 rev.1010312015 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 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 ANSVTPII quality Criteria,DSB-e9 and BCS/Building Component 8904 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 715247367 1548842 T20 Half Hip 1 1 ' Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:58 2018 Page 1 I D:MbtwOJStW6Sn31JPgGBSeoyXTkT-05cUTul ho41 y00totyN?ECOWpBRh WOg7vfPFaZyX4zN -1-0-0 7-1-12 14-M 17-0-0 23-1-0 27-5-0 1-0-0 7-1-12 6-104 3-0-0 6-1-0 4-4-0 Scale=1:53.3 4x8= 2.4 3x4 = 6 7 8 5.00 12 3x6 5 3x6 i 3x4 _ 4 3 4x6 2 13 11 ,]1 6x8 = 12 17 6x8 = d d!J11 3x4 = rL 16 15 14 10 9 3X6 I 4x8 = 2x4 II 2x4 6x8 - 7-1-12 14-M 17-0-0 23-1-0 7-1-12 6-104 3-0.0 6-1-0 4-4-6 Plate Offsets(X,Y)- 12:0-3-0,0-1-81,[6:0-5-4,0-2-01,[11:0-2-8.0-2-12L!13'0-5-8 0-4-01 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/def) Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.09 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES W3 0.98 Horz(CT) 0.07 9 n/a n/a BCDL 5.0 Code FBC2017(rP12014 Matrix-MS Weight:202 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 5-14.7-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mid pt 8-9,6-11 REACTIONS. (Ib/size) 9=866/Mechanical,16=964/0-5-8 Max Hoa 16=266(LC 12) Max Uplift 9=281(LC 9),16=263(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=1352/771,4-5=1475/991,5-6=1020/731,6-7=522/383,7-8=512/377, 8-9=842/626,2-16=927/671 BOTCHORD 15-16=577/285,5-13=354/446,12-13=1049/1288,11-12=710/918,7-11=334/279 WEBS 4-15=469/457,13-15=1042/1190,5-12=-673/615,6-12=-420/550,6-11=557/459, 8-11=-679/922,2-15=-495/1040 NOTES- (7) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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)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 bads. 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,with BCDL=5.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 281 Ib uplift at joint 9 and 263 Ib uplift at joint 16. 7)This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waller R Finn PE No.22839 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE WI-7473 rev.14WQ015 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,no; 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 WOW 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 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Titus Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty �Ply T15247368 1548842 T21 Hip 1 1 Lb Reference lootionall Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:05:59 2018 Page 1 ID:Mbtv4JStW5Sn31JPgGBSeoyXTkT-slAshEJJZN9peaS_IfuEnQYcmb VFsoG7J906?yX4zM -1-" 7-1-12 14-" 19-0-021-7-0 23-1-0 27-5.6 1-" 7-1-12 6-10-4 54-0 2-7-0 1�r0 4-4-0 4x4 = Scale=1:56.6 5x6 = 6 7 3x4 II 8 5.00 F12 3x4 % 4x4 5 9 3x4 3x6 % 4 3 4x6 2 4 12 1 6x8= 13 5x8= qq 3x8 = 17 16 15 11 10 3x6 II 4x8= 2x4 II 54= 3x6 II 7-1-12 14-M 19.0-0 23.1-0 27-5.6 7-1-12 6-1045-0-0 4� 44-6 Plate Offsets(X.YI— [2:0-3-0.0-1-81,f7:0-3-0,0-2-41,[14:0-5-8.0-4-01 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 0.84 Vert(LL) -0.15 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.23 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.37 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:207 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 5-15:2x4 SP No.3,8-11:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 17=964/0-5-8,10=866/Mechanical Max Horz 17=241(LC 12) Max Uplift 17=279(LC 12),10=-240(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=1350/826,4-5=1480/1043,5-6=-846/651,6-7=724/647,7-8=522/490, 8-9=-464/353,2-17=927/7(30,9-10=899/671 BOT CHORD 16-17=-494/257,514=301/426,13-14=1015/1302,12-13=377/546,11-12=539/408 WEBS 4-16=-467/448,14-16=993/1187,5-13=782/685,7-13=-401/552,7-12=439/250, 2-16=-538/1034,9-11=509/721 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.11;Exp C;Enc., GCpj=0.18;MWFRS(envelope)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 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 279 Ib uplift at joint 17 and 240 Ib uplift at joint 10. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22838 MiTek USA,Inc FL Cert 8834 8804 P&ke East Blvd.Tampa FL 37810 Dab: October 3,2018 A Q WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 0-61.7473 rev.laV=015 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 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 ANSIRPI1 quality Crtteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 Py 715247369 1548842 T22 Common 2 1 - o0/Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:00 2018 Page 1 ID:MbtwAJStMSn3lJPgGBSeoyXTkT-KUkEuaJxKhHgFjOBsNPTJd5r3?07 NtQMzuMfSyX4zL -11i-0 6-11-8 13-7-8 2Q3-8 i 27-5-6 i 1fi-0 6-11-8 646-0 6-8-0 7-1-14 5x8 = Scale=158.8 6 5.00 12 3x4 % 3x4 II 5 7 3x6 i 04 ch4 3 r Cb as 4x4 2 �J1J 12 11 10 13 14 9 15 16 8 6x8 = 3x4 = 34 = 3x4= 6x8- 9-2-15 18-2-7 27-5E r 9-2-15 8-11-7 9-2-15 Plate Offsets(X Y)— [2:G-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.36 8-9 >898 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-MS Weight:170 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. WEBS 1 Row at mid pt 5-9,4-12,6-8 REACTIONS. (Ib/size) 12=964/0-5-8,8=866/Mechanical Max Horz 12=248(LC 12) Max Uplift 12=281(LC 12),8=255(LC 12) Max Grav 12=964(LC 1),8=912(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=243/272,4-5=1218/846,5-6=774/573,2-12=342/385 BOT CHORD 11-12=998/1156,9-11=719/915,8-9=344/515 WEBS 4-11=188/294,5-11=229/321,5-9=544/520,6-9=379/683,4-12=1156/647, 6-8=829/558 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C,End., GCpi=0.18;MWFRS(envelope)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 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,with BCDL=5.Opsf. 5)Refer to girder(s)for truss to truss Connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 Ib uplift at joint 12 and 255 Ib uplift at joint 8. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cat 8834 6904 Parke East Blvd.Tampa FL 336.10 Date: October 3,2018 Q WARNING-Verity 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 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 ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Pty 1548842 T23 Hip 1 1 Job Reference(o tion 715247370 - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:01 2018 Page 1 I D:MbtwOJStW6Sn31JPgGB SeoyXTkT-og I d5wKa5?PXttbN Q4wisrdO4OKAjgrZbdevBuyX4zK 1-0-0 6-9.8 13-3.8 19-9-8 27-3-8 33-9-8 40-7-0 1-6-0 69-8 660 6.6-0 -0-0 6.6.0 66.0 6-9-8 Scale=1:72.5 5x6 = 5x6= 6 7 5.00 12 3x4% 3x4 5 8 3x6 4x6 4x6 �3x6 4 4 9 � 3 10 4x4 11 4x4 11 2 11 ¢I1 12I� 20 19 21 18 17 16 15 22 14 13 6x8 = 3x4 = 4x6= 3x4— 4x6 = 3x4 = 6x8= 3x4 = 10-0-8 9-9-0 9-9-0 10-0-6 Plate Offsets(X,Y�— 12:0-2-0 0-1-121 16:0-3-0 0-2-41 [7:0-3-0.0-241,[11:0-2-0,0-1-121 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 0.59 Vert(LL) -0.36 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.51 17-19 >949 180 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(CT) 0.12 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:244 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 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. WEBS 1 Row at midpt 5-17,8-16,4-20,313 REACTIONS. (Ib/size) 20=1381/0-5-8,13=1381/0-5-8 Max Horz 20=87(LC 16) Max Uplift 20=392(LC 12),13=-392(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=268/282,4-5=2042/1464,56=1592/1232,67=1405/1202,7-8=-1592/1232, 8-9=2042/1464,311=268/282,2-20=353/390,11-13=353/390 BOT CHORD 1320=1196/1862,17-19=1027/1754,1617=-689/1405,14-16=1023/1754, 13-14=1181/1862 WEBS 5-19=-89/274,517=545/482,617=309/426,7-16=309/426,8-16=545/482, 8-14=-89/274,4-20=1945/1278,313=1945/1278 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft,Cat.Il;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 392 Ib uplift at joint 20 and 392 Ib uplift at joint 13. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22W MiTek USA,Inc.FL Cert 8831 8804 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 AWARNING-Varfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev.1dW/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 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 w{ ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and thus systems,see ANSVTPl1 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 715247371 1548842 T25 Hip Girder 1 1 - �Job Reference(o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:02 2018 Page 1 ID:MbtwOJStV46Sn31JPgGBSeoyXTkT-Gts?JGLCsIXOV1AZ oRxP2A6joi2SLgjgHNTjKyX4zJ i -2-0-0 2-5-14 5-0-0 10-3-012-9-2 153-0 17-3-0 2-0-0 2-514 2E-2 53-0 2-0-2 2-514 2-0`�-0-0 Scale=1:33.3 5x6 = Special 7.00 12 Special NAILED NAILED 5x6 4 19 20 5 6x8-:r- 5.00 5.00 12 6 6x8 3 2 11 7 14 21 22 23 24 10 12 5x8 = 9 d 1 Special NAILED NAILED Special 5x12= 8 Id 3x6 % 3.00 12 3x6 '2=5-1 - 4-1.8 11-1 -2 153-0 2514 1-7-10 7-0.0 1-7-10 2-514 Plate Offsets(X Y�— (3:0-3-4,0-2-41,[4:0-3-8,0-2-01,[5:0-3-8.0-2-01,[6:0-3-4,0-2-41,f9:0-1-120-0-81 fl 2:0-1-12.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.19 10-11 >969 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.32 10.11 >565 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.14 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:75 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 24-4 oc purlins. BOT CHORD 2x4 SP M 31`Except' BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. 10-11:2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=949/0-58,7=948/0-5-8 Max Horz 2=45(LC 8) Max Uplift 2=383(LC 8),7=-382(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2842/1185,3-4=-296311225,4-5=2037/870,5-6=2962/1189,6-7=2838/1141 BOT CHORD 2-12=1088/2612,11-12=-1167/2804,10-11=824/2037,9-10=-1077/2801, 7-9=1004/2608 WEBS 3-12=-404/173,4-11=-415/1094,5-10=388/1093,6-9=-405/166 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=25ft,Cat.ll;Exp C;Encl., 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 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)2,7 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 383 Ib uplift at joint 2 and 382 Ib uplift at joint 7. 8)"NAILED"indicates 3-1 Od(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)231 Ib down and 185 Ib up at 5-0.0,and 231 Ib down and 185 Ib up at 10-3-0 on top chord,and 89 Ib down and 57 Ib up at 5-0-0,and 89 Ib down and 57 Ib up at 10-2-4 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). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22839 LOAD CASE(S) Standard MiTek USA.Inc.FL Cert 8831 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33810 Uniform Loads(plf) Oats: Vert:1-3=54,3-4=-54,4-5=54,5-6=54,6-8=54,11-13=10,10-11=-10,10-16=-10 October 3,2018 a AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE agF74T8 rev.1"312015 BEFORE USE. Design valid for use only with M7ek®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 I'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 ANSVTF41 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 ' T15247371 1548842 T25 Hip Girder 1 1 Job Reference o tional - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:02 2018 Page 2 ID:MbtwOJStMSn3lJPgGBSeoyXTkT-Gts?JGLCsIXOV 1 AZ_oRxP2A6joi2SLgjgHNTjKyX4zJ LOAD CASE(S) Standard Concentrated Loads(lb) Vert:4=184(F)5=184(F)19=77(F)20=77(F)21=89(F)24=89(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.1010312015 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 ANSVTPII 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 715247372 1548842 T26 Hip Girder 1 Lb Reference(oodo a Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:08 2018 Page 1 ID:Mbtv4JStW6Sn31JPgGBSeoyXTkT-51 DGaJQzS8HXDyejK2YLeJQ9nDk5sw2bCDgnxyX4zD rt�i-Oi 7-0-0 14-0-0 i 19-4-8 24-9-0 29-2-033-7-0 37-8.4 42-1-0 4317-0, r11r0 7-0.0 7-0-0 5-4-8 5-4-8 45-0 4-50 4-1-4 44-12 1-6-0 Scale=1:75.2 NAILED Special 5x12 — NAILED NAILED NAILED NAILED NAILED NAILED _ 5.00 12 NAILED NAILED 2x4 NAILED 3x8 =NAILED 4x6 = 2x4 I NAILED 4x12 Special NAILED 5x6 = 3 29 30 31 4 32 33 5 34 35 366 37 7 38 39 840 41 9 3x4 4x6 % 10 3x4 2 11 ¢I 1 1 19 12 45 46 20 a7 ae as nn no d 24 23 42 43 44 228x12 = 2x4 11 NAILED 8x12 = 18 51 52 17 16 53 54 15 14 3x6 II 7x8 = NAILED 3x4 11 NAILED NAILED 3x8= 2x4 II 3x4 I NAILED 4x6 = 5x8 11 Special NAILED NAILED NAILED NAILED NAILED NAILED 5x8= NAILED Special NAILED 7-0.0 14-0-0 19-4-8 249-0 i 29-2-0 33-7-0 37-8-4 42-1-0 4-55nO 41-4 4-412 Plate Offsets(X,Y>— 13:0-9-12.0.2-81.[6:0-3-0,Edgel.19:0-3-0.0-2-41.[12:0-412.Edoe1.[17:0.3-8.0-2-81.[21:0-4-12.Edgel 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 0.82 Vert(LL) 0.72 19-20 >701 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.01 19-20 >500 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.24 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:492 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, 3-6:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-22,7-18:2x4 SP No.3,19-21,12-16:2x4 SP M 31 7-5-9 oc bracing:20-21 WEBS 2x4 SP No.3`Except' 7-5-7 oc bracing:19-20 17-19:2x4 SP No.2 7-2-8 oc bracing:15-17. SLIDER Right 2x4 SP No.3 2-0-0 REACTIONS. (Ib/size) 24=2820/0-5-8,12=2706/0-5-8 Max Horz 24=56(LC 32) Max Uplift 24=1335(LC 4),12=-1252(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4854/2372,3-4=-9183/4535,4-5=9303/4589,57=10167/5002,7-8=-10031/4937, 8-9=5141/2561,9-10=5511/2711,10-12=-5104/2415,2-24=2796/1358 BOT CHORD 22-23=272/571,21-22=108/260,4-21=-426/234,20-21=5110/10605, 19-20=5110/10605,7-19=282/158,17-18=226/471,15-17=3213/6692, 14-15=2134/4592,12-14=2134/4592 WEBS 3-23=-692/357,21-23=1830/3849,3-21=2552/5249,5-21=1500/718,520=312/672, 519=546/251,17-19=3068/6389,8-19=1965/4064,8-17=1197/597,8-15=2161/1042, 9-15=-824/1729,10-15=3921710,10-14=321/201,2-23=2071/4223 NOTES- (11) 1)2-ply truss to be connected together with IOd(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 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,Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C,Enc., GCpi=0.18;MWFRS(envelope);end vertical left exposed;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 bads. 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 Walter P.Finn PE No.22839 will fit between the bottom chord and any other members. MiTek USA Inc.Fl Cert 6634 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1335 Ib uplift at joint 24 and 1252 Ib 8904 Parke East Blvd.Tampa FL 3361D uplift at joint 12. Oate: 9)"NAILED"indicates 3-1 Od(0.148'x3")or 3-12d(0.148'x3.25')toe-nails per NDS guidlines. October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rw.10X312015 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 ANSVTPII 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 T15247372 1548842 T26 Hip Girder 1 2 JobReference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:08 2018 Page 2 ID:MbtvvOJStW6Sn31JPgGBSeoyXTkT-51DGaJQzS8HXDyejK2YLeJQ9nDk5sw2bCDgnxyX4zD NOTES- (11) 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 Ib down and 152 Ib up at 7-0-0,and 129 Ib down and 152 Ib up at 33-7-0 on top chord,and 317 Ib down and 210 Ib up at 7-0-0,and 317 Ib down and 210 Ib up at 33-6-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 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=-54,3-9=54,9-13=-54,22-24=10,19-21=-10,18-25=10 Concentrated Loads(lb) Vert:3=82(B)9=82(B)23=317(B)15=317(B)29=26(B)30=26(B)31=26(B)38=26(B)39=26(B)40=26(B)41=26(B)42=115(B)43=115(B)44=115(B) 45=146(B)46=146(B)47=146(6)48=146(8)49=146(B)50=146(8)51=115(B)52=115(B)53=115(6)54=115(B) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,411.7473 rev.10N3/201 S 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 Qty �Ply 715247373 1548842 T27 Hip 1 1 Job Reference o tion I - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:09 2018 Page 1 I D:MbhvOJStW6Sn31J PgGBSeoyXTkT-ZDnenfQbDSPOg6Cvum3aBXzHxd2UbNbIRtaKTQyX4zC 4-7-12 9-0-0 140-0 19-4-8 249-0 31-7-0 36&4 42-1-0 0 4-7-125-0-0 5.4.8 5-4-8 6-10-0 5-1-4 5 -12 Scale=1:75.0 5x8= 2x4 I) 16 = 2x4 I I 5x8— 5.00 12 3x4 = 4 5 6 7 8 9 4x6 i 2x4 3 10 3x4 13x6 ui, 2 11 1 6 17 12 I 7x10= 7x10 = 21 20 19 16 15 14 6x8= 4x12 = 2x4 II 2x4 I 3x6 = 5x8 II 7x8 = 9-0-0 14-0-0 24-9-0 31--0 42-1-0 9 0 0 s�o 10-9-0 6170 0 10-6-0 Plate Offsets(X Y)— [4:0-5-12,0-2-81,[9:0-5-12,0-2-81 [12:0-4-12 Edgel [17:0-4-0 Edgel [18:0-40 Edael 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 0.98 Vert(LL) -0.53 17-18 >952 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.94 17-18 >533 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.22 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:241 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-13:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'Except* WEBS 1 Row at midpt 3-21 5-19,8-16:2x4 SP No.3,17-18:2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 21=1434/0-5-8,12=1426/0-5-8 Max Horz 21=67(1-C 17) Max Uplift 21=431(LC 8),12=416(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=2175/1422,4-5=-3253/2112,5-6=3287/2126,6-8=3619/2337,8-9=3589/2329, 9.10=-2431/1573,10-12=-2599/1696,2-21=268/299 BOT CHORD 20-21=1051/1783,5-18=-298/242,17-18=-2120/3660,8-17=354/288,12-14=1422/2314 WEBS 320=33/333,4-20=-451/267,18-20=-966/1910,4-18=-980/1656,6-18=514/341, 14-17=1119/2099,9-17=-936/1593,9-14=-251/151,3-21=-2024/1307 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)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 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 bads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 431 Ib uplift at joint 21 and 416 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Waller P.Finn PE No.22839 MiTek USA Inc.FL Cert 8834 8904 Parke East BIW.Tampa FL 33610 Dale: October 3,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10173/2015 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 venty 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 ANSVTPl1 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 ' 715247374 �Job 1548842 T28 Hip 1 1 fere ce optional ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:11 2018 Page 1 ID:MbtwOJStMSn31JPgGBSeoyXTkT-WcvOCLSrk3f64QMl?A52Gy2kEQku3J21 uB3RXJyX4zA r1.6.0 57-12 11-0-0 14-0.0 19 -8 24-9-0 29-7-0 358-4 42-1-0 iia-7-0i �11r0 57-12 50-4 54-8 4-10-06-4-12 Scale=1:75.0 5x8 2x4 I 3x4 3x6 = 2x4 II 5x8= = 5,00 12 4 5 6 7 8 9 4x6 3x4 3 10 3x4 II 3x4 h 2 11 1 ZN�i IA 4T9 9 ,611 — ,2 I 7x10= 7x10 = 22 21 20 17 16 15 14 6x8= 4x12= 2x4 2x4 II 4x8 2x4 II 5x8 I 3x12 MT20HS= i 11-0-0 14-0-0 24-9-0 29-7-0 358-4 42-1-0 11-0-0 3-0-0 10-9-0 4-10-0 6-1-4 6-4-12 Plate Offsets(X,YI– 14:0-5-12.0.2-81.[9:0-5-12.0-2-81.[12:0-4-12.Edoel.[18:0-4-8.Edoe1.[19:0-2-12.Edoe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.48 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.83 18-19 >609 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W3 0.79 Horz(CT) 0.19 12 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-MS Weight:248 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, 9-13:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 31`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 20-22:2x4 SP No.2,520,8-17:2x4 SP No.3 WEBS 1 Row at midpt 3-22 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 22=1434/0-5-8,12=1426/0-5-8 Max Horz 22=78(1-C 17) Max Uplift 22=410(LC 8),12=398(!-C 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=2154/1423,4-5=-2664/1788,5-6=2689/1800,6-8=2958/1971,8-9=2935/1961, 9-10=-2340/1547,10-12=-2598/1678,2-22=303/327 BOT CHORD 21-22=1127/1880,18-19=1708/3010,8-18=281/222,14-16=-1411/2327, 12-114=14111/2327 WEBS 4-21=625/357,19-21=969/2005,4-19=835/1430,6-19=502/318,16-18=-1083/2077, 9-18=-669/1184,9-16=295/128,10-16=265/285,3-22=2049/1349 NOTES- (8) 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)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 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 410 Ib uplift at joint 22 and 398 Ib uplift at joint 12. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22835 MiTek USA Inc.FL Cert 81134 6904 Parke East Blvd.Tampa FL 33510 Date: October 3,2018 QWARNING-Veft design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE I1,11I-7473 rev.1M111201 5 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 715247375 1548842 T29 Hip 1 1 Job Reference o ti nal Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:13 2018 Page 1 ID:Mbtv4JStMSn3IJPgGBSeoyXTkT-S_09d1U5GhwgJjWh7b8WLN7zwEQNXB6KLVYYcByX4z8 1.6.0 67-12 13-0-0 1 19-4-8 24-9.0 27-7-0 34-8-4 42-1-0 3-7-0 180 6-7-12 6-4-4 5.4-8 5-4-8 2-10-0 7-1-4 7-4-12 1.6-0 Scale=1:75.0 8x12 = 3x4 = 2x4 II 5x8= 4 5 6 7 8 5.00 12 3x6zzz 3x4 x4 9 3 3 10 4x6 3x4 2 11 1 9 18 12 I°�31T9 8x10= 28 29 7x10 = 15 23 22 21 20 17 16 14 34 5x6= 2x4 II 2x4 4x12 = 4x6 2x4 II 5x8 I 7x10TVI= 67-12 6-4-4 10-9-0 2-10-0 7-1-4 7 -12 Plate Offsets(X.Y1— 12:0-3-0.0-1-121.14:0-10-4.0-2-121,15:0-1-12.0-0-01,18:0-5-12.0-2-81,112:0-4-12.Ed0e1.118:0-3-12.EdaeL[19:0-3-4.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.51 18-19 >987 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.88 18-19 >573 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.23 12 n/a n/a BCDL 5.0 Code FBC2017frPI2014 Matrix-MS Weight:260 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-13:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. BOT CHORD 2x4 SP No.2`Except* WEBS 1 Row at mid pt 4-21 520,7-17:2x4 SP No.3,18-19,12-15:2x4 SP M 31 WEBS 2x4 SP No.3*Except* 19-21:2x4 SP No.2 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 23=1434/0-5-8,12=1426/0-5-8 Max Horz 23=89(LC 17) Max Uplift 23=390(LC 8),12=379(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2195/1432,3-4=-2104/1433,4-5=2213/1557,56=-2263/1581,6-7=-2503/1730, 7-8=2484/1721,8-10=2226/1499,10-12=-2618/1706,2-23=-1391/1026 BOT CHORD 21-22=1148/1964,18-19=1414/2553,14-16=-1430/23",12-14=1430/2344 WEBS 3-22=275/250,4-21=-2022/1016,19-21=1349/2768,4-19=1305/2486,6-19=514/303, 16-18=1058/2101,8-18=-023/1160,8-16=-501/234,10-16=-420/399,2-22=1115/1838 NOTES- (7) 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=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MIAFRS(envelope)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 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 bads. 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 390 Ib uplift at joint 23 and 379 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wager P.Finn PE No.22831 Well USA,Inc.FL Cort 1634 6804 Pafke Ead Blvd.Tarnpa FL 33610 Dab: October 3,2018 w AWARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI-7477 rev.10/03/2015 BEFORE USE. Design valid for use onty 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 WOW 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 ANSVTF41 Quaitty 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 T15247376 1548842 T30 Hip 1 1 Job Reference i - Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:15 2018 Page 1 ID:MbtwOJStWBSn31JPgGBSeoyXTkT-ON8v21/MolAYY1g3EOA QoDN124T?9Udpplfh4yX4z6 rt�r0 7-7-12 15-0-0 20.3-8 25-7-0 30-11-13 36-4-11 42-1-0 A3-7-0, 1-6-0 7-7-12 7-4-4 53-8 5-3-8 5-4-13 5-4-13 58-5 1-6-0 Scale=1:75.0 5x6 = 3x4 = 5x6= 5.00 112 5 6 7 3x4 3x6 3x4% 8 4x6 4 3 9 2x4 10 r r; 5x6 3x6 2 11 1 12 ld 20 19 18 17 25 26 16 15 14 3x6 I 5x6= 4x6= 3x8= 3x4= 5x6 I 3x8 = 4x6= 7-7-12 150-0 257-0 33-8-4 '82-4 7-7-12 7-4-4 10-7-0 8-1-4 e�-12 Plate Offsets(X Y)— [2:0-3-0,0-1-121.[5:0-3-12.0-2-81.[7:0-3-0.0-2-41,19'0-3-0 Edael,f12:Edae 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.49 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.71 16-17 >707 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) -0.12 20 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:237 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 9-13:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16,6-17,4-17,2-19 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 20=1434/0-55-8,12=1426/0-5-8 Max Horz 12=100(LC 17) Max Uplift 20=371(1_C 8),12=380(1_C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=2065/1455,B-10=2462/1680,10-12=-2610/1740,5-6=1783/1355,6-7=1856/1397, 24=2253/1484,4-5=-2009/1390,2-20=1393/1042 BOT CHORD 17-19=1217/2009,16-17=1063/1927,14-16=-1317/2186,12-14=1494/2327 WEBS 8-16=-470/439,7-16=-336/520,6-16=-290/114,6-17=393/191,5-17=256/439, 4-17=-309/320,2-19=-1112/1833 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)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 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 371 Ib uplift at joint 20 and 380 Ib uplift at joint 12. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22839 MiTek USA Ina FL Cert MU 8904 Parke East Blvd.Tampa FL 33810 Date: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.101'03/2015 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 ANSVTPM quality Criteria,DSB-89 and BCS,Building Component 6904 Parke Fast 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 Pty 715247377 1548842 T31 Hip 1 1 ' o Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:16 2018 Page 1 ID:MbhWJStMSn31JPgGBSeoyXTkT-sZiHF2W ZCIPABFFokhDz?IZBRV7keBn2TmCDWyX4z5 r15-0 5105 11-53 17-0-0 23-7-0 29-1-13 34-8-11 40.7-0 A2-10 15-0 510-5 5$13 55-13 6-7-0 55-13 5-6.13 50 15-0 Scale=1:72.5 5x6 = 5x8 = 5.00 12 6 7 3x4 3x4 5 8 3x6%4x6% 4x6 3 4 93x6 3 10 3x4 11 3x4 11 2 11 12I¢ 20 19 21 22 18 17 23 16 15 24 25 14 13 6x8 = 3x4 = 3x6 = 3x8 = 3x4 = 34= 3x4= 6x8= i 8-7-12 17-M 23-7-0 31-114 40.7-0 8-7-12 8-4-46-7-0 844 8-7-12 Plate Offsets(X Y)— 16:0-3-0,0-241.[7:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.24 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.37 17-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.12 13 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Weight:244 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. WEBS 1 Row at midpt 5-17,7-17,8-16,4-20,9-13 REACTIONS. (Ib/size) 20=1381/0-5-8,13=1381/0-5-8 Max Horz 20=72(LC 13) Max Uplift 20=375(LC 12),13=-375(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=2051/1439,56=1751/1296,6-7=1564/1253,7-8=1750/1296,8-9=2051/1439, 2-20=3111352,11-13=310/352 BOT CHORD 19-20=1152/1816,17-19=1065/1814,16-17=-806/1564,14-16=1059/1814, 13-14=1134/1816 WEBS 5-17=389/373,6-17=-223/380,7-16=-225/422,8-16=389/373,4-20=1971/1279, 9-13=-197211279 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=25ft;Cat.Il;Exp C;End., GCpi=0.18,MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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 bads. 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 Ib uplift at joint 20 and 375 Ib uplift at joint 13. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTak USA.Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 AwARNING-Vertry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10M312015 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 is ei[ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVIPII Quality Crtteria,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 715247378 1548842 T32 Hip 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:18 2018 Page 1 ID:MbKWJStW6Sn31JPgGBSeoyXTkT-oyg2gkXE5DY7PVOew9kh2QrxhF9NCX33VnFJHPyX4z3 rt-6-0, 6-2-13 12-2-3 18-1-8 22-5-8 28-4-13 34-43 40.7-0 42-1-0 1£-0 6-2-13 5-11-5 5-115 44-0 5-11-5 5.11-5 6-2-13 15-0 Scale=1:72.5 54= 5x8= 5.00 12 6 7 3x4 3x4 5 8 3x6 3x6 4x6 %4 9 4x6 3 10 d_ d 4x4 I 4x4 I I 2 11 1 12 ¢I I 20 19 21 22 18 17 23 16 15 24 25 14 13 6x8 = 3x4= 3x6 = 3x8- 3x4 - 3x6 = 3x4= 6x8= i 9-2-8 18-1.8 22-5-8 31-4-8 40.7A 9-2-8 8-11-0 4-4-0 8-11-0 9-2-8 Plate Offsets 1X,Y)- f2:0-2-0,0-1-121.f6:0-3-0,0-2-41.f7:0-5-12.0-2-81.[11:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.29 1416 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 1416 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.12 13 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:249 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. WEBS 1 Row at midpt 5-17,7-17,8-16,3-20,10-13 REACTIONS. (Ib/size) 20=1381/0-5-8,13=1381/G-5-8 Max Horz 20=78(LC 13) Max Uplift 20=382(LC 12),13=-382(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=231/252,3-5=2051/1450,5-6=1686/1271,6-7=1498/1232,7-8=-1686/1271, 8-10=2051/1451,10-11=-231/252,2-20=327/368,11-13=-327/368 BOT CHORD 19-20=1170/1837,17-19=1052/1793,16-17=-757/1497,1416=1047/1793, 13-14=1154/1837 WEBS 5-17=-454/422,6-17=-262/404,7-16=-264/435,8-16=-455/423,3-20=1964/1279, 10-13=1964/1279 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical 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 bads. 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,with BCDL=5.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 382 Ib uplift at joint 20 and 382 Ib uplift at joint 13. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PE No.22439 fill ok USA,Inc.FL cert 11411 11904 Parke East Blvd.Tampa FL 331110 Date: October 3,2018 N WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev.10A1J/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 WOW 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 ANSVTPIt 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 1548842 T33 HIP GIRDER 1 ' o Reference(optional) 715247379 Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:19 2018 Page 1 I D:MbtwOJStW6Sn3IJ PgGBSeoyXTkT-H8OQt4YssXgzl ezgTsFwbeN9*Mx4WDkQ?sgryX4z2 -2-0-0 2-2-0 2 50-0 10-3-0 12-9-0 153-0 17-3-0 2 0-0 2-2-0 2 6 0 53-0 2-0 0 2. 0 2 0-0 Scale=1:33.3 4x8 = _ 7.00 12 4x6— 4 5 ;2: 7x10% 6 7x10 3 N 7 12 19 11 10 9 8 I$ Special 4x4 = 4x8 = 3x4 3x4 3.00 12 2-21 tV 2-6-0 53-0 2-6-0 2-2-0 Plate Offsets(X Y)— 12'0-3-6 0-0-101 (3'0-2-130-4-81 [4:0-5-8.0-2-0L[5:0-3-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.11 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO W3 0.25 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-MS Weight:76 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=457/0-5-8,7=563/0-5-8 Max Horz 2=45(LC 9) Max Uplift 2=251(LC 8),7=-184(LC 9) Max Grav 2=611(LC 43),7=563(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2079/951,3-4=922/299,4-5=687/216,5-6=-767/220,6-7=1400/369 BOT CHORD 2-12=-886/1970,11-12=585/11696,10-11=222/868,0-10=270/1182,7-9=-288/1307 WEBS 3-11=889/650,4-11=-307/380,4-10=-276/422,6-10=539/179,3-12=663/652, 6-9=39/256 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Encl., 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)Bearing at joint(s)2,7 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 251 Ib uplift at joint 2 and 184 Ib uplift at joint 7. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)352 Ib down and 575 Ib up at 3-0-12 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). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Walbr P.Finn PE No.22939 Uniform Loads(plf) MiTek USA Inc.FL Cert 6634 Vert:1-3=54,3-4=-54,4-5=54,5-6=54,6-8=54,12-13=10,9-12=10,9-16=10 Concentrated Loads(lb) 6904 Parke East Blvd.Tampa FL 33610 Vert:19=178(B) Dab: October 3,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE M1-7473 rev.laW/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 bbuilding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek 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 ANSlrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast 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 715247380 1548842 734 HIP 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:20 2018 Page 1 ID:MbtwOJSt%%Sn31JPgGBSeoyXTkT4Kxo5QZUdgogfoY1 l Zm97rwKA3vygY3My4kQMHyX4zl -2-0-0 2�-0 4-1-8 7-0-0 8-3-0 11-1-8 12-9-0 15-3-0 173-0 2-0-0 2-0-0 1-7-8 2-10 8 1-3-0 2-10.8 1-7 8 2-" 2-0 0 Scale=1:33.3 4x8 = 4x4= 5 6 7.00 12 3x6 i 3.6 4 7 6x8 i 6x8 5.00 12 8 3 2 15 14 13 12 9 Id Ib 3x4 3x8 x 16 5x6 = = = 56 = 11 1 10 3x4 3x4 3.00 12 i 2-6-0 4-1-811-1= 12-9-0 15-3-0 2-0x-0 1-7-8 2-10� 1-3-0 2-10.8 1-7 Plate Offsets MY)— f2:0-3-6,0-0-101,[3:0-2-4,0-2-81,[5:0-5-8.0-2-01,[8:0-24.0-2-81,19:0-3-10,0-0-101,[11:0-1-12,0-0-81,[16:0-1-12.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.07 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.08 9 n/a n/a BCDL 5.0 Code FBC2017/-rP12014 Matrix-MS Weight:84 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=599/0-5-8,9=599/0-5-8 Max Horz 2=72(LC 11) Max Uplift 2=175(LC 12),9=175(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1523/710,3-4=1424/676,4-5=750/400,5-0=675/388,6-7=755/404, 7-8=1422/709,8-9=1543/740 BOT CHORD 2-16=527/1391,15-16=567/1453,14-15=-436/1177,13-14=143/627,12-13=-467/1174, 11-12=632/1494,9-11=589/1432 WEBS 4-15=155/438,4-14=-660/338,5-14=-113/265,6-13=117/273,7-13=664/352, 7-12=-170/444 NOTES- (8) 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=25ft;Cat.11;Exp C;Enc., 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)Bearing at joint(s)2,9 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 175 Ib uplift at joint 2 and 175 Ib uplift at joint 9. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22639 MiTek USA Inc.FL Cert 8634 69M Parke East Blvd.Tampa FL 3M10 Date: October 3,2018 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI67473 rev.1dW/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 pemranent 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 Quality criteria,DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty �Ply 715247381 1548842 735 ROOF SPECIAL 2 1 - Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 1&06:212018 Page 1 ID:MbhNOJStW6Sn31JPgGBSeoyXTkT-DXVAIma608whGy7DbHHOg3SVVSE_PyMWBkUzukyX4zO 2-0-0 2fi 0 4-1 8 7-7� 11-1 8 12-9-0 153-0 17 3 0 2�0-0 21Z 1-7-8 31r-0 3b 0 1-7.8 2-1 0 2-0-0 Scale=1:32.8 4x6 II 5 7.00 12 2x4 I 2x4 11 4 6 6x8 7 6x8 5.00 12 3 2 12 11 8 4 13 5x12 = 5x12 = 10 I d 1 9 d 3x4 3x4 3.00 12 i 2-6-0 4-1 1-7-8 11-1-8 12-9-0 153-0 2-0-0 -8 Plate Offsets(X Yl— [2:0-3-6,0-0-101,[3:0-2-4.0-2-81,[6:0-0-0,0-0-01,[770-2-4.0-2-81,[8:0-3-6,0-0-101,[10:0-1-12,0-0-81,113:0-1-12.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef[ L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.14 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.24 11-12 >762 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.09 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 4-6-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=599/0-5-8,8=599/0-5-8 Max Horz 2=81(LC 11) Max Uplift 2=178(LC 12),8=178([-C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1583/700,3-4=1475/641,4-5=15831765,5-6=1605n99,6-7=14971675, 7-8=16011730 BOT CHORD 2-13=518/1446,12-13=553/1522,11-12=-112/558,10-11=618/1563,8-10=580/1486 WEBS 512=469/1033,5-11=493/1048 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;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)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 Ib uplift at joint 2 and 178 Ib uplift at joint 8. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Walter P.Finn PE No.22833 MiTek USA Inc,FL Cert 8631 6804 Parke East Blvd.Tampa FL 336f0 Date: October 3,2018 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 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 braong of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCS,Building Component 6904 Parke East BIW. 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 T15247382 1548842 T36 MONOPITCH GIRDER 1 1 Lb Reference(optional) ' Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:23 2018 Page 1 I D:MbtvAJ StMSn31JPgGB SeoyXTkT-9vdxjSbNwIAP WGHciiJsl UYrLGONtvfof2z4zcyX4z_ -2-0-0 2-5-14 , 10.0 , 5-0-0 2-0-0 2-5-14 2 2-0-0 7.00 12 SpeGa1 3x4-_ Scale=1:14.6 4x4 = 5x6 4 5 3 5.00 12 2 I$ Id 3x4= 11 2x4= 1 7 3.00 12 NAILED 4x8= 10.6 i 15-0 i 5-0-0 3-0-6 0.4-10 1-7-0 Plate Offsets(KYlt- 12:0-0-14.Edge1.17:0-5-4.0-2-41 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 0.28 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) -0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:26 Ib 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 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. (Ib/size) 7=1018/0-4-10,6=566/Mechanical Max Horz 7=74(LC 26) Max Uplift 7=591(LC 4),6=-566(LC 1) Max Grav 7=1018(LC 1),6=357(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=400/620,3-4=384/628,4-5=-394/649,5-6=353/573 BOT CHORD 2-7=561/422 WEBS 4-7=404/232,5-7=900/547 NOTES- (10) 1)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope);cantilever left exposed;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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 591 Ib uplift at joint 7 and 566 Ib uplift at joint 6. 7)"NAILED"indicates 3-1 Did(0.148"x3")or 2-12d(0.148"x3.25')toe-nails per NDS guidlines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)49 Ib down and 23 Ib up at 3-0-0 on top 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). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-4=-54,4-5=54,7-8=10,6-7=10 Walter P.Finn PE No.22639 Concentrated Loads(lb) MiTek USA Inc.FL Cert 6634 Vert:11=30(F) 8904 Parke'East Blvd.Tampa FL 33610 Date: October 3,2018 Q WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010312015 BEFORE USE. N 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 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 ANSIrrPI1 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 2L Reference 1548842 TG01 FLAT GIRDER 1 Reference o tional Builders FirstSource, Jacksonville,F132244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:24 2018 Page 1 ID:Mbtv4OJStW8Sn3IJPgGBSeoyXTkT-d6BJwnc?h3l G7QsoGPg5lh4x4gDpcDJytiidU3yX4yz 1-0-0 280 4-0-0 580 1-0-0 1-6-0 180 180 180 1-0-0 Scale=1:15.0 6x8 = 6x8 = 3x4 = 2x4 II 3x4= 6x8 = 6x8 = 1 2 3 4 5 6 7 13 12 11 10 4x4 = 9 6x8 = 8 6x8 = 4x4 = 3x8= 14 3x8 MT2OHS 11 3x8 MT20HS I I 1-0-0 280 4-0-0 5808-0-0 11-0 180 180 180 1.0-0 Plate Offsets(X Yl— [2:0-3-8,0-3-01,[6:0-3-8,0-3-01,[9:0-3-8,0-3-01,1`13:0-3-8 0-3-01 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 0.60 Vert(LL) -0.03 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.05 10-11 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.02 10 >999 240 Weight:86 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 510-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-13,7-9:2x4 SP No.2 REACTIONS. (Ib/size) 14=1400/0-58,8=4870/Mechanical Max Uplift 8=391(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=1335/12,1-2=1070/25,2-3=-2498/179,3-4=3426/478,4-5=3426/478, 56=3927/940,6-7=3544/1343,7-8=-4474/1684 BOT CHORD 12-13=2511070,11-12=179/2498,10-11=-940/3927,0-10=1343/3544,8-9=114/287 WEBS 1-13=39/1571,2-13=-1245/33,2-12=-187/1739,3-12=-986/116,3-11=-363/1130, 4-11=-292/0,511=610/563,510=322/0,6-10=0/491,6-9=4438/1734, 7-9=1938/5136 NOTES- (11) 1)2-ply truss to be connected together with 1Old(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;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;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 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 nonconculrent 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 391 Ib uplift at joint 8. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4458 Ib down and 2374 Ib up at 7-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. Walter P.Finn PE No.22839 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any MiTNk USA.Inc.FL Gert 8834 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8804 Parke East Blyd.Tampa FL 33610 LOAD CASE(S) Standard Dab' October 3,2018 AWARNING-Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.1010312015 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 BCSI Building Component 6904 Parke Fast BIW. 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 T15247383 1548842 TGO1 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:24 2018 Page 2 ID:MbtwOJStW6Sn31JPgGBSeoyXTkT-d6BJwnc?h3l G7OsoGPg5lh4x4gDpcDJytiidU3yX4yz LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=225,8-14=10 Concentrated Loads(lb) Vert:6=4458 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 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 ANSVTPII 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 T15247384 1548842 TG02 Fla/Girder 1 Lb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:25 2018 Page 1 I D:MbtwOJ StMSn31J Pg GBSeoyXTkT-511h87dd RNO7IZR_g7 M Kgvd3 K4YU LeJ56M SAOVyX4yy 1-9-123-7-8 5-4-8 7-1-8 8-10-8 10-7.8 12-3-8 14-3-0 1-9-12 1-9-12 1-9-0 1-9-0 1-94 1-9-0 1-8.0 1-11-8 Scale:12"=1' 2x4 I 4x4= 4x8 = 3x10 = 300= 1 4x12 = 2 4x12 = 3 3x4 = 4 4x4 = 5 6 7 8 9 Y 19 17 16 15 14 134x8= 12 114x8 = 18 8x10 = 10x12 = 4x6= 4x8= 5x6 = 10 40 = LUS46 HGUS28-2 4x4= Special ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 1-11-8 3-7-8 5.4-8 7-1-8 8-10 10-7-8 12-3-8 143-0 1-11.8 1-8-0 1-9-0 1-9-0 1-9-0 1�9-0-0 1�BA 1-11.8 Plate Offsets(X Y>- [2:0-3-8,0-2-01,[7:0-3-8,0-2-01,[8:0-3-8.0-1-81,[11:0-3-8,0-2-01,[13:0-3-8,0-2-01,[16:0-3-8.0-&41.[17:0-3-8.0-5-41 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 0.83 Vert(LL) -0.23 14-15 >728 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.36 14-15 >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.03 10 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:356 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5.2-3 oc purlins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-17,2-16,8-12,9-11:2x4 SP M 31 REACTIONS. (Ib/size) 18=10012/0-3-8,10=5567/0-5-8 Max Uplift 18=937(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=8675/814,1-2=16246/1475,2-3=29520/2459,3-4=-29922/1912,4-5=25806/1181, 5-6=25806/1181,6-7=22271/670,7-8=16692/302,8-9=8989/63,0-10=4661/0 BOT CHORD 17-18=90/957,16-17=1475/16246,15-16=2459/29520.14-15=1912/29922, 13-14=670/22271,12-13=302/16692,11-12=-63/8989,10-11=0/599 WEBS 1-17=1568117312,2-17=-7014/637,2-16=-1096/14774,3-16=-4867/805,3-15=0/1160, 4-15=-440/1064,4-14=4612/820,5-14=673/0,6-14=572/3962,6-13=-2627/172, 7-13=-413/6252,7-12=3672/109,8-12=271/8723,8-11=-4770/33,9-11=75/9338 NOTES- (15) 1)N/A 2)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-4 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 2-17 2x4-1 row at 0-7-0 oc,member 3-16 2x4-2 rows staggered at 0-40 oc. Attach TC wl 1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 40-0 oc. Attach BC wl 1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 40-0 oc. 3)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. 4)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)18,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Walter P.Finn PE No.22839 capacity of bearing surface. MiTek USA Inc.FL Cert 8834 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 937 Ib uplift at joint 18. 8904 Parke East Blvd.Tampa FL 33610 10) Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32 Date: hasthave been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Use Simpson Strong-Tie LUS46(4-1 Od Girder,4-10d Truss,Single Ply Girder)or equivalent at 1-1-12 from the left end to connect October 3,2018 Q WARNING•Verity design paramefers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI-7473 rev.1010312015 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 WOW 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 ANSVTPI1 Quality Criteria,DS849 and BCS.Building Component 6904 Parke Fast 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 T15247384 1548842 TG02 Flat Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:25 2018 Page 2 I D:MbtvAJStMSn31JPgGBSeoyXTkT-511h87ddRNQ7IZR_g7MKgvd3K4YULeJ56MSA0VyX4yy NOTES- (15) 12) Use Simpson Strong-Tie HGUS28-2(36-10d Girder,12-10d Truss)or equivalent at 3-7-8 from the left end to connect truss(es)to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4310 Ib down and 858 Ib up at 3-7-8 on top chord,and 420 Ib down at 1-74 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=340,3-9=-465,10-18=10 Concentrated Loads(lb) Vert:17=107(F)16=-4860(F)3=4310 19=107(F) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=276,3-9=401,10-18=10 Concentrated Loads(lb) Vert:17=342(F)16=4062(F)3=3526 19=342(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=129,3-9=254,10-18=30 Concentrated Loads(lb) Vert:16=2446(F)3=1959 4)Dead+0.6 MWFRS Wind(Pos.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=76,3-9=49,10-18=6 Concentrated Loads(lb) Vert:16=397(F)3=858 5)Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=76,3-9=-49,10-18 Concentrated Loads(lb) Vert:16=397(F)3=858 6)Dead+0.6 MWFRS Wind(Neg.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=401(F)3=-1470 7)Dead+0.6 MWFRS Wind(Neg.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=401(F)3=-1 470 8)Dead+0.6 MWFRS Wind(Pos.Intemal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=6 Concentrated Loads(lb) Vert:16=397(F)3=858 9)Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=6 Concentrated Loads(lb) Vert:16=397(F)3=858 10) Dead+0.6 MWFRS Wind(Pos.Intemal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=49,10-18=-6 Concentrated Loads(lb) Vert:16=397(F)3=858 11) Dead+0.6 MWFRS Wind(Pos.Intemal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=49,10-18=-6 Concentrated Loads(lb) Vert:16=397(F)3=858 12) Dead+0.6 MWFRS Wind(Neg.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=401(F)3=-1470 13) Dead+0.6 MWFRS Wind(Neg.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=401(F)3=-1470 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=85,3-9=-210,10-18=10 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1"312015 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 vent'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 �FwsGsType Qty Ply711548842 TG02 rder 1 Job Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:25 2018 Page 3 I D:Mbtw,OJStW6Sn31J PgGBSeoyXTkT-5lih87ddRN07IZR_g7MKgvd3K4YULeJ56MSA0VyX4yy LOAD CASE(S) Standard Concentrated Loads(lb) Vert:17=-420(F)16=1668(F)3=1175 19=420(F) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MINFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=40(F)3=3747 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=40(F)3=3747 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=40(F)3=-3747 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=40(F)3=-3747 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=76,3.9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=1885(F)3=-1470 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=1885(F)3=1470 23) Reversal:Dead+0.6 MWFRS Wlnd(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=76,3-9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=76,3-9=-49,10-18=-6 Concentrated Loads(lb) Vert:16=1889(F)3=858 27) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=1885(1`)3=1470 28) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=81,3-9=-206,10-18=10 Concentrated Loads(lb) Vert:16=1885(1`)3=1470 29) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-3=273,3-9=-398,10-18=10 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev.10/03/1015 BEFORE USE. Design valid for use ony 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 ;�ake building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Welk' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast 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 715247384 1548842 TG02 Flat Girder 1 �Jgb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:25 2018 Page 4 I D:Mbtv4JStMSn31JPgGBSeoyXTkT-5llh87ddRN071ZR_g7MKgvd3K4YULeJ56MSA0VyX4yy LOAD CASE(S) Standard Concentrated Loads(lb) Vert:16=3626(F)3=3747 30) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=3626(F)3=3747 31) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=3626(F)3=3747 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=273,3-9=398,10-18=10 Concentrated Loads(lb) Vert:16=3626(F)3=-3747 e. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGENI-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 ANSVTPII quality Criteria,OSB-89 and BCSI Building Component 6904 Parke Fast 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 715247385 1548842 TG03 FLAT GIRDER 1 � Lb Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wad Oct 3 15:06:27 2018 Page 1 I D:MbtwOJStW6Sn31JPgGBSeoyXTkT-2htSZpetz_gr?tbNxYOowlGObtGlpf3OZgxH5OyX4yw 2-3-0 4-2.8 6-2-0 8 15 9-11-14 11-1 -12 13-9-11 15-8-10 17�-2 19-7-10 21-10.10 2-3-01-11-8 1-10.15 1-10-15 1-10.15 1-10-15 1-10.15 1-11b 1 2_-3-0 Scale=1:36.6 04 = 3x8 = 3x8= 3x8= 5x6= 3x8 = 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 25 13 08 = 7x8 = LUS46 3x4 = 3x4 = LUS46 3x8= 08 = HHUS26-2 LUS46 LUS46 HHUS26-2 r 2-3-0 4-2� 6-2-0 8-0-15 9-11-14 11-10-12 13-9-11 15A10 17.8-2 19-7-10 21-10.10 2-3-0 1-118 1-11-8 1-10.15 11-1� 11-1� 1-1015 1-10.15 1-118 1-11-8 2--0 Plate Offsets(X,Y)- r9:0-3-0.0-3-01.121:0-3-12.04-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.34 18-19 >769 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.33 18-19 >783 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.03 13 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Wind(LL) 0.19 18-19 >999 240 Weight:241 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-5 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 24=946/G-5-8,13=943/0-2-10 Max Uplift 24=425(LC 21),13=-436(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-24=-832/388,1-2=1658/903,2-3=1658/903,34=3594/2996,4-5=3586/3000, 5-6=4371/4494,6-7=-4371/4494,7-8=4371/4494,8-9=3568/3046,9-10=-3559/3049, 10-11=1653/925,11-12=-1653/925,12-13=829/398 BOT CHORD 22-23=1988/2963,21-22=1988/2963,20-21=-4106/4242,19-20=4106/4242, 18-19=4494/4371,17-18=-4113/4238,16-17=-4113/4238,15-16=2025/2948, 14-15=2025/2948 WEBS 1-23=942/1695,3-23=1453/1209,3-21=1116!700,5-21=-738/1245,5-20=-388/101, 5-19=-434/214,8-18=-426/214,8-17=-361/100,8-16=749/1194,10-16=1140/680, 10-14=1442/1225,12-14=965/1689 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 0-9-0 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;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Enc., 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 2x4 MT20 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 425 Ib uplift at joint 24 and 436 Ib uplift at joint 13. Walter P.Finn PE No.22839 10) Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent spaced at 9-3-15 oc max.starting at 6-1-9 from the MiTek USA Inc.FL Cert 6634 left end to 15-5-8 to connect truss(es)to back face of bottom chord. 8904 Parke East Blvd.Tampa FL 33810 11) Use Simpson Strong-Tie LUS46(4-1 Did Girder,4-1Od Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 8-1-12 from the left end to 14-1-12 to connect truss(es)to back face of bottom chord. Date. 12) Fill all nail holes where hanger is in contact with lumber. October 3,2018 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1110.3/201S 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 �i1fp4/° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the `cc��n fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15247385 1548842 TG03 FLAT GIRDER 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:27 2018 Page 2 ID:Mbtv4OJStV46Sn31JPgGBSeoyXTkT-2htSZpet2_gRtbNxYOowl(iObtGlpf3OZgxH 5OyX4yw 13)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-12=-100,13-24=10 Concentrated Loads(lb) Vert:21=90(B)20=76(B)19=76(B)18=76(B)16=90(B)25=76(B) AWARNING-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 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 ANSVTP11 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 715247386 1548842 TGO4 FLAT GIRDER 2 �Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:28 2018 Page 1 ID:MbtwOJStW6Sn31JPgGBSeoyXTkT-MQgm9MIoicl9ZVFv1SXFZ4HeVY4_YoKhrdgyX4yv 1-8-12 3.6-11 5-4-9 7.6-0 1-8-12 1-9-15 1-9-15 2-1-7 Scale=1:14.1 4x6 = 2x4 3x8 2x4 3x4 = 1 2 3 4 5 Li 10 8 2x4 11 7 3x4 = 8 3x4 9 2.4 II 4x12 = 1-9-15 1-9-15 2-11 Plate Offsets(X Y)— [3:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.01 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) 0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) -0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) -0.01 8 >999 240 Weight:80 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-6-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:6-7. REACTIONS. (Ib/size) 6=200/Mechanical,9=4464/0-5-8 Max Uplift 6=-235(LC 15),9=696(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=502/81,1-2=574/3927,2-3=574/3927,3-4=160/1407,4-5=160/1407, 5-6=45/532 BOT CHORD 0-10=252/37,8-9=1407/160,7-8=1407/160 WEBS 1-9=-4295/628,2-9=362/79,3-9=-2845/467,3-8=-143/973,5-7=1625/192 NOTES- (11) 1)2-ply truss to be connected together with 1 Od(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,Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.11;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 fora 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 235 Ib uplift at joint 6 and 696 Ib uplift at joint 9. 9)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2831 Ib down and 414 Ib up at 0-1-12 on top chord,and 320 Ib down and 64 Ib up at 3-7-12,and 320 Ib down and 64 Ib up at 5-7-12 on bottom chard. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any Welter P.Finn PE No.2339 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. MiTek USA,Inc.FL Cort 6634 LOAD CASE(S) Standard 11i Parke East Blvd.Tampa FL 33610 Dab: October 3,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IN11-7473 rev.f 0/03/2015 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 ANSUTP11 Quality Criteria,OSB-89 and BCSI Building Component 8904 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 T15247386 1548842 TG04 FLAT GIRDER 2 Lb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:28 2018 Page 2 ID:MbtwOJStMSn3lJPgGBSeoyXTkT-MQgm9fVkloicl9ZVFv1 SXFZ4HeVY4_YoKhrdgyX4yv LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=100,6-10=10 Concentrated Loads(lb) Vert:1=2831 8=320(13)7=320(8) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=80,6-10=10 Concentrated Loads(lb) Vert:1=2339 8=262(B)7=262(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=20,6-10=30 Concentrated Loads(lb) Vert:1=1355 8=145(6)7=145(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=28,6-10=6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=28,6-10=-6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=1,6-10=-10 Concentrated Loads(lb) Vert:1=1048 8=109(13)7=109(6) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=1,6-10=-10 Concentrated Loads(lb) Vert:1=1048 8=109(8)7=109(8) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-5=28,6-10=6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=28,6-10=6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=28,6-10=-6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-5=28,6-10=-6 Concentrated Loads(lb) Vert:1=414 8=64(B)7=64(8) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=1,6-10=-10 Concentrated Loads(lb) Vert:1=1048 8=109(13)7=109(6) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-5=1,6-10=-10 Concentrated Loads(lb) Vert:1=1048 8=109(8)7=109(6) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-5=20,6-10=10 Concentrated Loads(lb) Vert:1=863 8=87(B)7=87(13) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-5=64,6-10=10 Concentrated Loads(lb) Vert:1=2478 8=278(B)7=278(13) N_ AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10A13/2015 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 ANSIRPI1 quality Criteria,DSS-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 T15247386 s 1548842 TG04 FLAT GIRDER 2 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3,15:06:28 2018 Page 3 ID:MbtAJStW6Sn31JPgGBSeoyXTkT-MOgm9fVkloicl9ZVFv1SXFZ4HeVY4 YoKhrdgyX4yv LOAD CASE(S) Standard 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=64,6-10=-10 Concentrated Loads(lb) Vert:1=2478 8=278(13)7=278(13) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=64,6-10=10 Concentrated Loads(lb) Vert:1=2478 8=278(13)7=278(13) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-5=64,6-10=10 Concentrated Loads(lb) Vert:1=2478 8=278(8)7=278(B) WARNING-Veriy 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 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 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 M'sTek' 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 Quality Criteria,DSB-89 and BCSI Building Component 8904 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 T15247387 1548842 TGO5 Flat Girder 1 q J Job Reference footionahx Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:29 2018 Page 1 ID:MbtwOJStMSn31JPgGBSeoyXTkT_3_C V98VbxZEBkI3yQG?IoljhykHXXhl_QO9GyX4yu 5-1-9 10-1-7 15-3-0 5-1-9 4-11-13 5-1-9 Special Scale=1:40.5 4x4= 2x4 II 3x8= 2x4 II 1 2 3 g 4 L Li 10 11 7 12 13 6 14 15 3x6 II HTU26 HTU26 4x8 = HTU26 3x8 11 HTU26 6x85 HTU26 HTU26 HTU26 5-1-9 10-1-7 15-3-0 5-1-9 4-11-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.05 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.08 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:377 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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 cc bracing. REACTIONS. (Ib/size) 8=4379/0-5-8,5=4941/0-5-8 Max Uplift 8=1416(LC 4),5=1852(1-C 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=3863/1281,1-2=-2362/797,2-3=-2362!797,4-5=460/254 BOT CHORD 6-7=991/2695,5-6=991/2695 WEBS 1-7=1246/3695,3-7=-527/325,3-6=861/2637,3-5=-4165/1521 NOTES- (11) 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Tap chords connected as follows:2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 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=25ft;Cat.ll;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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1416 Ib uplift at joint 8 and 1852 Ib uplift at joint 5. 8)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 cc max. starting at 2-2-4 from the left end to 14-2-4 to connect truss(es)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)886 Ib down and 252 Ib up at 0-1-12,and 907 Ib down and 589 Ib up at 12-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. LOAD CASE(S) Standard Wabr P.Finn PE No.22839 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cart 66U Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:14=60,5-8=-10 Date. October 3,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeM 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 MOW akvays 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 oftrusses and truss systems,see ANSIrrPil 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 715247387 1548842 TGO5 Flat Girder 1 a _ Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:292018 Page 2 ID:MbtwOJStMSn31JPgGBSeoyXTkT_3_C_Vg8VbxZEBkl3yQG?IoljhykHXXh1_QO9GyX4yu LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=835(F)6=-856(F)9=907 10=-856(F)11=-856(F)12=-856(F)13=856(F)14=1125(F)15=1126(F) WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-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 . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building tlesign.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing T ek` is at ays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVIT41 Quality Crtteria,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 Py 715247388 1548842 Vol GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:30 2018 Page 1 ID:MbtvdOJStW6Sn3IJPgGBSeoyXTkT-SFYaBrhmGv3QsLJydgxVXyK5j5RQ05CgGeAxhiyX4yt 5-8-0 11-4-0 5.8-0 5-8-0 Scale=1:15.6 4x4= 3 5.00 12 2x4 q 2x4 I 2 5 1 Lj 8 7 6 2x4% 2x4 I 2x4 I 2x4 I 2x4 0-111 11-4-0 0-111 10.6-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 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 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:33 Ib 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 9-8-10. (lb)- Max Horz 1=-39(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)1,5 except 8=136(LC 12),6=136(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,5,7,8,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. Wafter P.Finn PE No.22839 2)Wind:ASCE 7-10,Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Encl., MiTak USA.Inc.FL Cort KU GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions 8904 Parke East Blvd.Tampa FL 33810 shown;Lumber DOL=1.60 plate grip DOL=1.60 Dab: Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. October 3,2018 6 (jt=lb) Pill v0{as se Doty with MTek®connectors.This design is based only upon parameters shown,and is for an indiv dual building component,not t ss e f re @ tie p� i eine �y st ve y�he�pgryc�bi�ty of desk&�r�mg�ers�n�gr'o'pe ��coppr ted his n int-o_the avgp 7)�UI41��P. hHkh �jR9iolHtf)GHh�flrti4S'NdSd/6F'LihYtfMEmd6i�atnySldHkl6Pdi4Mp6pEFNJR�RBFRf any MiTek` jofabr�timeltrication,staerotirdaiq�eualtespal�iodu�pueoaaent, ri�gsigmpera�tu�arvaaagefsruttaa,iaang gam. orage, elivery,erection and bracing of trusses an truss systems,see ANSlr PII 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 Pty 715247389 r 1548842 V02 Valley 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s Sep 24 2018 MiTek Industries,Inc. Wed Oct 3 15:06:31 2018 Page 1 ID:MbtwOJStW6Sn31JPgGBSeoyXTkT-wS6yOBiO1 DBHTUu8ANSk4AtGFUmNIYZ_UIWE9yX4ys 3-8-0 7-4-0 3-8-0 3-8-0 Scale=1:13.4 4x4 = 2 5.00 12 3 1 fd 4 2x4 2x4 II 2x4 0 11N 0 7-3 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 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:22 Ib 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. (Ib/size) 1=84/7-2-13,3=84/7-2-13,4=206/7-2-13 Max Horz 1=16(LC 13) Max Uplift 1=30(LC 12),3=33(!-C 13),4=-44(LC 12) Max Grav 1=86(LC 23),3=86(LC 24),4=206(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;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)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,4. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Wafter P.Finn PIE No.22836 MiTek USA Inc.FL Csrt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2018 -------------- A WARNING-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1"3,2015 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 wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' 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,sea ANSVTPII 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,Afexandna,VA 22314. Tampa,FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 offsets are indicted. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. Q'� �� C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves o WEBS �3y may require bracing,or akemative Tor I T Of '? /, p bracing should be considered. OCE z O 3. Never exceed the design loading shown and never IL �b U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 77-e Ce-, C5_6 F designer, ip isor,property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. 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 ANSUrpi 1. Connector plates. THE LEFT. 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 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 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 Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 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 ff.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. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood TfUSS Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing 8,Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 W1 0 MiTe1 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, Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 MiTek USA,Inc. Page 1 Of 1 uU Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0 0o is impractical. T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Y=OBrace Size A NRak A 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 2x81-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing --A SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T-Brace 2x6 I-Brace -A 2x8 2x8 T-Brace MI-Brace k A T-Brace/I-Brace must be same species } T-BRACE and grade(or better)as web member. A. ,`��1111I1tlttltt �� .• •ENS' .'9.f, Nails / Section Detail .; :• �' •'. ��i \ No 39380 T-Brace Web QST E, •• L: �., � .•.L O R Nails tfONAf ��` Web I-Brace Thomas A. Inc.Fl. 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS M111-WEBBRACE MiTek USA,Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) 0 0o BRACE 0 00 24"O.C. 48"O.C. 72"O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B C D C D p 10'-0" 1610 1886 1886 2829 ` AWT.kAffiliate 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 1 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(OF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Sd (0.131-)Q.5")FOR 1x4 BRACES,2-10d(0.131"x 3')FOR 2)3 and 20 BRACES,AND 3-10d(0.131")G")FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131')(2.5')NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3')NAILS FOR 2)3 and 2x4 LATERAL BRACES,AND 3-10d(0.131")3")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,OF,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,OF,HF,OR SP) DSB 89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 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. wvw.sbcindusVy.cam and w .tpinswrg D 2 X 6#3 OR BETTER(SPF,OF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE g, TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FORA 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 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) ,`�PS�Ar+q�1'.,�, .`�PQM• NGEN ft No 39380 ••'• �. TE 4ri 0 � 'S' <• R gyp• • �`.. TRUSS WEB fill,0 N A; 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 R.33610 members.Additional bracing may still be required for the stability Dom: 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. w AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE =Ell ® MiTek USA,Inc. Page 1 Of 1 0 00 Note: Scab-Bracing to be used when continuous lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". ilmWfl A Ylrek Alallata "'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS " REQUIRED AT 1/3 POINTS OR 1-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. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 ftb :•• No 39380 Nails Section Detail • E lt! T ®E Scab-Brace �• , _�� Web �SS�O N Ak- E �� Thomas A.Mani PE No.39380 MiTek USA,Inc.Ft.Gert 6634 Scab-Brace must be same species grade (or better) as web member. 69M Parke East Blvd.Tampa F1.33610 Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REP05 VERTICAL (RIBBON NOTCH VERTICAL) ® MiTek USA,Inc. Page 1 of 1 1L�J� 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 0 0o INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 0 0o OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u 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 ��ENGINEER�ED B�Y APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. I �1�I.V 1�0 3.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE �� 44 ��]] SUCH AS TO AVOID SPLITTING OF THE WOOD. A NRak Alflllala 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 TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES - - DO NOT OVERCUT DO NOT OVERCUT 1 1/2" 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD DD7FROM ABOVE W REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS `i`,tili{Illt!!�l�rj - DO NOT OVERCUT �` QPS A .q48�'�i� No 39380 1 .. DO NOT OVERCUT TE : s ORiQ \% 1 1/2" 1 1/2" .,&rO N A,- ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) 1111111111�� TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Aibant PE No.39384 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 ti AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP LJLJ ® MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To a 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails 8DIAGONAL AGE MiTek USA, Inc. ENGWEERED BV � 16d Nails D SECTION B-B Spaced 6"o.c. A RMTek ANlllate + (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A Q TWO TRUSSES AS NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITE K ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-1 O NAILS. A ** (4)-Sd(0.131"X 2.5")NAILS MINIMUM,PLYWOO B B 3x4= SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max \` 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. NAI S� (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB ^ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Tru$ @ $ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DAPHRAM 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 Ilk BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. I DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag' Brace ACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point LS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. If neededBLOCKING 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 Minimum Stud I Without 1x4 2x4 DIAGONAL BRACESAT �III/� Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS �� A 1111 Species A� and Grade Maximum Stud Length *�� •G E•N i 2x4 SP No.3/Stu 12"0.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 :� •'�L� S��•'.L� r� 2x4 SP No.3/Stu 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 3938.0 2x4 SP No.3/Stu24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 r _ Diagonal braces over 6-3"require a 2x4 T-Brace attached to '• one edge. Diagonal braces over 12'-6"require 2x4 I-braces :, E attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. ♦�s 0 R MAX MEAN ROOF HEIGHT=30 FEET '1110N i CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE futTekUSA 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. 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 MiTek USA,Inc. Page 1 of 2 I J�� Typical_x4 L-Brace Nailed To 0 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails a /BR CONAL MiTek USA,Inc. V"'Oz NGIN 16d Nails o O SECTION B-B Spaced 6"o.c. (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS R 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. \ Typical Horizontal Brace Nailed To 2x_Verticals 2 i SECTION A-A w/(4)-10d Nails xa Stud 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING * TO TRUSSES WITH(2)-IOd NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. A ** (4)-8d(0.131"X2.5")NAILS MINIMUM,PLYWOOD / B g 3x4= SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-1(�k WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAILS (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 1 O NAILS SPACED 6"O.C. - jr11$ ^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 6'0.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. jA DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace ACHED TOVERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point LS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 0240. If neededBLOCKING 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 R 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 Minimum Stud without 1x4 2x4 DIAGONAL BRACES AT `,�tlititifll�7 Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS .%% A. Species �'' OC�� • • q�B and Grade Maximum Stud Length ,�% GEN S•• 9�, ',- 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 •• �••• 2x4 SPNo.3/Stu 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 No 39380 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces , m -- •'{ . attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum ��i �' •C O R O •• \ �� end distance. Brace must cover 90%of diagonal length. ••••'••'*P% tI A � MAX MEAN ROOF HEIGHT a 30 FEET it I list,`� CATEGORY II BUILDING Thomas A.Albani PE No.3W80 EXPOSURE B or C MiTek USA,Inc.R.Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa R.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 Mll-GE140-001 =UE] R MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To o 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud a 00 n II\�/jl�Vertical Stud (4)-16d Nails DIAGONAL u Y � RACE MiTek USA, Inc. 141 ENGINEERED BY 16d Nails D SECTION B-B Spaced 6"o.c. A MRek Affiliate `-► LL (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS 2x4 Horizon a better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w,'(4)-10d Nails 2x4 Stud 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5)-10d NAILS. (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B B 3x4= SHEATHING TO 2x4 STD DF/SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer ROOF Sheathing Refer to Section A-A to Section B-B NOTE: 1'-3° 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. Max. (2) OfiV 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NJIL� (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB - /Trusses @ 24" 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'-O"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 2x6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace /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 L/240. 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 1Dd ARE(0.131"X 3")AND (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Size ��ti�lttttt Spec es Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ```�O�PS•q.•q�6��i and Grade Maximum Stud Length `�` .j,•. 0 E Al S�.;9if,��„' 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 r STA Diagonal braces over 6'-3"require a 2x4 T-Brace attached toone edge. Diagonal braces over 12'-6"require 2x4 I-braces %�`�. •,< O R\p .•' t��` attachedweb to bot nails edges. Fasten F sten 3' d I braces to narrow edge ,,�'�.,S�ONA; end distance. Brace must cover 90%of diagonal length. Thomas A.Alban!PE No.39380 MlTek USA,Inc.R. MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd.Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET Dace: 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 Mil-GE170-D-SP I �0 ® MiTek USA,Inc. Pagel of 2 =EllTypical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails 2X6 SP OR SPF No.2 DIAGONAL BRACE MiTek USA,Inc. ENGINEERED BY45:�� 16d Nails YMMMO Spaced 6"o.c. SECTION B-B A Walk MUM DIAGONAL BRACE (2)-10d Nails into 2x6 2X6 SP OR SPF No.2 4'-0'O.C.MAX TRUSS GEOMETRY ANDCONDITIONS -\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 A O Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * DESIGN ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL TO TRUSSES WITH(2)-1 O NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-10d NAILS. A B B 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 9r -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Hoof 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 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. N(2)-10 Sd, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NO (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 AA BRACE E E APPROXIMATELY 45 DEGREES TO ROOF IAPH �russ s @ 24" O.C. 6.20NSTRUCT AS SHOWN WITH AL 6d NAILS BRACE 6C TING A 2x6 D O.C .HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)1 O NAILS THROUGH 2x4. Dlag. Brace (REFER TO SECTION A A) at 1/3 points 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed \a (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSO. 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) Minimum ' Stud Without 2x4 DIAGONAL 2 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 pOINTS Species -.01%J►it11111111 and Grade Maximum Stud Length �� SPS A. ,q� te,* 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 i��.��-"GEN S••��2�i 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 "• �••• 4 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"O.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 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3--_14 9-5-14 = E •�� — Diagonal braces over 6'-3"require a 2x4 T-Brace attached to 9 q one edge. Diagonal braces over 12-6"require 2x4 I-braces �, OL attached to both edges. Fasten T and I braces to narrow edge 10 OR of diagonal brace with 10d nails 6"o.c.,with 3"minimum ••••••••�� end distance. Brace must cover 90%of diagonal length. �tr�l6 N A`1y►tt�� T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Aibani PE No.39380 MAX MEAN ROOF HEIGHT-30 FEET MiTek 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 i AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To FV7[111 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 E=RVertical Stud (4)-16d Nails DIAGsp ONA2X6 SP L BRACE SPF No.2 MiTek USA,Inc. �� GINEERE B ��II 16d Nails D Spaced 6"o.c. SECTION B-B A YRek AiHliete -� + DIAGONAL BRACE 2 -1 Od Nails into 2x6 4'-0"O.C.MAX ( ) 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 r—AQ Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-10d NAILS. BI B B 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD 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. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND \` WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 2 1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. /NAILS � (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. jrus§es @ 24" D.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. Dlag. Brace (REFER TO SECTION A-A) at 1/3 points 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 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 SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum giDIAGONAL d Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Spand Grade Maximum Stud Length >>�`ecies ��Pgt Ailq,'��, 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 �� '••�', S�•"• � '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 t 2x4 SP No.2 24"O.C. 3-0-83-9-12 6 1-1 9-1-9s' N - ,+ Diagonal braces over 6'-3' require a 2x4 T-Brace attached to .. QST. E_ one edge. Diagonal braces over 12'-6"require 2x4 I-braces "` attached to both edges. Fasten T and I braces to narrow edge �i��••' O R 1�•'•�?`of eagonal brace with d stance. Brace must sd nails 9minimum tt cover 0%of diagonal length. �N A; T or I braces must be 2x4 SPF No.2 or SP No.2. 111111 MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albans 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 M11-PIGGY-7-10 • TRUSS CONNECTION DETAIL U�� OMiTek USA,Inc. Page 1 of 1 E MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0 0o MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES YTRANSFERINGMMI DRAG LOADS(SHEAR TRUSSES). ADDTIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. Nlllate 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 A2,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 IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH 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 R. 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: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)(0.131•X 1.5')PER MEMBER. permanent bracing per standard engineering practices or STAGGER 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 APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ��MPS• A, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� Q•• B MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ,� �` �G E N 5'•• 92'�� AS SHOWN IN DETAIL. ♦ ;• V F•••, 2) ATTACH 2 x x 4'-0•SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS N O 39380 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) — � �✓; (MINIMUM 2X4) �+ 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW E BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. Q•�•. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, `` F T BE APPLIED PIGGYBACK TRUSS 0 BOTCHBASE TRUSS. 5) CONCENTRATEDER OF OTO �,I�ss! •R,•`'��, THE PIGGYBACK AND THE BASE TRUSS DESIGN. Thomas A.Albarli PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa R.33610 Date: February 12,2018 STANDARD PIGGYBACK M11-PIGGY-ALT AUGUST 1 , 2016 TRUSS CONNECTION DETAIL 7-10 MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0 0o MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES ENGIREERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). C=OO ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A MrTek AMllat I A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN 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 112,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 IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1*WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WND 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 GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D A7, 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 BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: Pg A A OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS %% 0 ff.• • le MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �� Z`,•�,�G E N SF•;9iL�� AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF No 393$Q ' 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; (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS �i F •' D R 1�••• �� GREATER THAN 4000 LBS. ��G 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, I.,, N A�- ��0 NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 1111 r r 11� 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Nbani PE No.39360 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Dale: January 19, 2018 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES 00 O MiTek USA,Inc. Page 1 of 1 TOTAL NUMBER OF MAXIMUM FORCE(Ibs)15%LOAD DURATION NAILS EACH SIDE 0 0o OF BREAK' X SP DF SPF HF o 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 ENGINEERED BY O26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A YRek Affiliate 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"X3")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 �<N G BREAK 10d NAILS NEAR SIDE +10d NAILS FAR SIDE t�<N TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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 ollillltttfttl, NOTES: �% P'S A• A41�,' 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES �� Q e9 �1 NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS ,��Z`••��C E N g�.••.j,� 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 E4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID -- LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. -- •. : 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ORIENTATION ONLY. iii F OR 6. THS REPAIR S LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. �rfflilt/1t1,, Thomas A.Alban PE Nn.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: January 19,2018 AUGUST 1, 20167 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP �0 ® NOTES: MiTek USA,Inc. Page 1 of 1 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 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. y7mnTHIS DETAIL APPLICABLE TO THE A Irak Alflllat I THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SP DIFHF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY r5 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J LO .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW vi (2x3) 2 NAILS C7 Z .128 74.2 67.9 58.9 57.6 1 50.3 0 131 75.9 69.5 60.3 59.0 51.1 NEAR SIDE N .148 81.4 74.5 64.6 63.2 52.5 IXF NEAR SIDE ri VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (2x4) (2x6) (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 3 NAILS 4 NAILS For load duration increase of 1.15: NEAR SIDE NEAR SIDE 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ` NEAR SIDE NEAR SIDE SNS A. A��,,� NEAR SIDE . O . •� NEARSIDE ��'•\�C NSF �i �� NEARSIDE No 39380 '•,��SS,IOIV AI Thomas A Mani PE No.39380 MiTek USA,Inc.hl Cert 6634 6904 Parke East 9W,Tampa EL 33610 DR%: January 19,2018 ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60' VARY FROM 30,TO 60* 301 TO 601 45.00* 45.00° 45.00* AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 n00 ® MiTek USA,Inc. Page 1 of 1 I J�� GENERAL SPECIFICATIONS 0 00 0 00 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 �ENGINEE,_„RED ar�,o SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE AWT kMliete 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. _--n_-- II II II II I II 11 11 �I �I II 11 II II II I II II 11 11 I 1 II II II II II II 11 II I II II 'I II I I I� Ij 11 II II II II 11 I I II II II II I I II II 1 11 II 'I II I I Ij I� II II 1� II I I II II I I I II II j II I II II 11 BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) 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 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 ON THE TRUSSES r,r�� ``� 4- �.M�,g A. q� i, ,�•`,�`2`��G E tV`4Fe97i�moi. No 39380 . _. DETAIL A � w? (NO SHEATHING) .�,�F''• o R ° `?.� N.T.S. i'�SS��NA��r%•%�• Thomas A.Albwl 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 M11-VALLEY HIGH WIND2 MiTek USA,Inc. Page 1 of 1 a oo GENERAL SPECIFICATIONS O 00 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 Y=lm OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A Mrrek Affiliate INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. , II II n u u u n I, I, II ❑ II II II ❑ II ,I I II II ❑ II II II II I I, II ❑ II II ❑ I, II ,I I, 11 II II I I n u I I II 1 li h i l I� BASE TRUSSES VALLEY TRUSS TYPICAL LIi VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P ,p OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) 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 ON THE TRUSSES ',,PS1 Alt11,lr`' NO 39384 X1.5"Max E I�. Thomas A.Albani PE No.39380 MIT&USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R.3361 D Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP MiTek USA,Inc. Page 1 of 1 LJ� GENERAL SPECIFICATIONS a 00 a 00 1.NAIL SIZE 16d(0.131"X 3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND u SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE ENGINEREDBY INDIVIDUAL DESIGN DRAWINGS. n� O GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. AIfTNc Affiliate 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. --- II II II II II II II II II ,I II it II 11 II II 11 II 1 I II II II II II II II � I I, II it II „ i 11 I I, 11 I, II II II II II I, I, I, II 11 II II �I �I I I II II II ,I I II� Ij II II 11 II II II II II I II I I 11 II I I I II II II I I II BASE TRUSSES VALLEY TRUSS TYPICAL 1, VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1Y OR GIRDER TRUSS 7 SEE DSEE DETAIL A BELOW(TYP.) 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 NO.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY II BULDING EXPOSURE 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 ON THE TRUSSES OPS,A.t g4��'',i No 39380 DETAIL A 0: STA E,, (MAXIMUM 1" SHEATHING) , ,.. <v: N.T.S. ''". ••.< 0 R p,.•N S' ,,O N A' '��,�� Thomas A.Albani PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: 'ft ,,,,.,,,,r February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) 00 ® NOTE:VALLEY STUD SPACING NOT Mitek USA,Inc. Page 1 of 1 TO EXCEED 48"O.C. SPACING a 00 a 00 a MiTek USA,Inc. YMM10 A WTok Afflllate FOR BEVELED BOTTOM CHORD,CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT 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 NON-BEVELED 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) ,,�Nr,uurrU��i SUPPORTING TRUSSES DIRECTLY UNDER ��•``p'OpS A. 14 �f., VALLEY TRUSSES MUST BE DESIGNED .` WITH A MAXIMUM UNBRACED LENGTH OF ``�'.•�\GENS�•9,r�,�� NON-BEVELED t No 39380 2'-10"ON AFFECTED TOP CHORDS. BOTTOM CHORD * . NOTES: T. E •: -SHEATHING APPLIED AFTER . E INSTALLATION OF VALLEY TRUSSES '�, �. L p R O,,••��`� SHIS DETAIL I SNOUMBERLICABLE FOR ONA�`��.�'�` CLIP MUST BE APPLIED Thomas A.Alban PE No.39380 TO THIS FACE WHEN MiTek USA,Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa EL 33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 • AUGUST 1, 2016 Standard Gable End Detail Mll-GE146-001 DD ® MiTek USA,Inc. Page 1 of 2 �EEI Typical_x4 L Braoe Nailed To 00 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails BRACE MiTek USA,Inc. �'-Orzitl � d Nails ° OSECTION B-B aced6"o.c. A NITMr Ai(2)-10d Nails into 2x62x6 Stud or DIAGONAL BRACE 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A 2x4 Slidw/(4)-1odNails 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5)-10d NAILS. e7 ' 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD B g SHEATHING TO 2x4 STD SP BLOCK 1111771111111, * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing- Refer to Section A-A to Section B-B 24"MaxV I / NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-1031' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAIL 2 10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. ( ) 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: - /TCUSSeS@ 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.HORIZONTAL 7x6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 points---__,,, NAILS AND ATTACHED (REFER TO SECTION A-A) if needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. = 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 (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 2x4 DIAGONALBRACES AT BRACE Stud Size Spacing Brace L-Brace 1/3 POINTS Species and Grade Maximum Stud Length ``►`�►►ill 1++++,��' A. 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 �`�`O.•R EA B9 ��i 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 �� C NSF' 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 "`~ r attached to both edges. Fasten T and I braces to narrow edge iv T r :�L of web with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. �i�tc '• R t p• C��` MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albans PE N09380 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 MW FRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B , (R) MiTekUSA,Inc. Page 1 of 1 TRUSS CRITERIA: 0o LOADING: 40-10-0-10 OOO DURATION FACTOR:1.15 aSPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA, Inc. PITCH:4/12-12/12 '" HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL BOO END BEARING CONDITION A MTek AXillet I 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 (L) (2.0 x L) 24" MAX 24" MIN A. gt ��i. �42 ti No 39380 TA E 't1� IMPORTANT llt This detail to be used only with trusses(spans less than 40')spaced 24"o.c. maximum and having pitches between 4/12 and 12/12 and ii Fs ORtotal top chord Trusses not fittingds not these criteria should d be examined individually.50 psf. ��5'QNA`t�t Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MITek USA,Inc.R-Cert6634 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 =EllO MiTek USA,Inc. Page 1 of 1 0 00 a 00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA,!nc. 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET Y=mlALONG A FLOOR TRUSS. A MrTek AHlllate 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. CAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE ATTACH TO VERTICAL USE METAL FRAMING WEB WITH(3)-t 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 ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS 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.) 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 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) ,,`,,011111111111111��j, A. % E 11,9 - No 39380 2K :5K THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY, USE A 4'-0"LONG E •' 41 SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d (0.131"X 3")NAILS EQUALLY SPACED. i��,�S• O R i�.••G�i�` ALTERNATE METHOD OF SPLICING: ��' OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d S;O1l# II% I (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. � ��4ti (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.AibaniPENo.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Btvd.Tampa FL 33610 Oats: February 12,2018 Oik F ' "I x Boise Cascade :v INSTALLATION Engineered Wood Products GUIDE The information in this document Includes AJ SO pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to 140 / 150 /20 / 190 / 25 the ALLJQIST Specifier Guide Canada for use in Canada,Limit States Design. and VERSA-LAM" BEAMS a MW e_ N 3 �� $€ US Version P roduct manufactured in ' f St. Jacques, New Brunswick . vr.4 CANADA Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA-LAW, and ALLJOIST° products to comply with our 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, 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 Copyright C Boise Cascade Hood Products, L.I,.C. 2013 AIG US 08/29/2013 -- AJS® 140 ---- AJS® 150 AJS® 20 --- AJS® 190 � AJS° 25 l 91/2 91/2 91/2" 91/2" 3 �� 3/8-1 —117/8" 3/811 11'/8" s/8"— .,_117/8" 3/s"— —117/8" 8 —` 14" 14" 14" 14" 14" 16" 16" 16" 1I6" 16" 11/2'.1 + 1'/2'2 11/2"2 i 1'/"2 11/s' I 21/2" 21/2" 21/2" 21/2" 31/2" 2x3 Flanges I I 2x4 Flanges AJS° 25 AJS® 30 ® Deeper Depths ._... Deeper Depths iiiiij 20 k u` 7/16"— 22„ /is '-- 22” 24" 24" 11/2 S 112" 1.CL Information on deeper depth AJS®joists is available in the ALLJOIST"Commercial Guide 31/2" 31/2" 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS sA i ON AJS1;JOISTS UNTIL ALL Gg HANGERS,AJSt RIM JOISTS, DO NOT RIM BOARDS,AJS BLOCKING PANELS,X-BRACING AND wpportjoist `' on web. TEMPORARY 10 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW, SERIOUS DO NOT cut holes too close to DO NOT nail closer than i'/e"from end of joist. DO NOT cut or notch flange. Asupports or to each other. ACCIDENTS CAN RESULT FROM DO NOT use "' INSUFFICIENT ATTENTION TO 16d common nails. PROPER BRACING DURING CONSTRUCTION. ACCIDENTS Refer to hole See roof and floor location and sizing details,this sheet, CAN BE AVOIDED UNDER _' chart for size and Use 8d nails or for allowed cutting NORMAL CONDITIONS BY1Od/16d box nails. spacing. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is i DO NOT install tongue of floor sheathing flush with either t" DO NOT hammer on web unless in place. or 1'/,e"thick BOISE CASCADE'rimboard(tongue OK with removing knockout holes. at the end of the bay, 1%"and thicker BOISE CASCADED rimboard). or permanently install DO NOT load joist beyond trim tongue the first eight feet of design capacity. I I Sh eFhinr ofmto AJS®Joists and the first g sheathing course of sheathing. As building materials on DO NOT stack regardless of rimboard an alternate,temporary unbraced joists. thss. ickne sheathing may be nailed I I'or % to the first four feet of i thick BOISE AJS®Joists at the end of ` CASCADE-"' Trim tongue DO NOT hammer on flange. rimboard flush witti rim. the bay. • All hangers,AJS1'rim joists,rim boards, The ends of cantilevers must be temporarily Failure to install temporary bracing may AJS1 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'/z 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 AJS1 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 AJS8 Joist with two 8d nails. Boise Cascade EWP ALLJOIST° Residential Floor Span 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 subfloor,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. ***THREE STAR *** ****FOURSTAR**** *MIN 1IV STIFFNESS CAUTION ALLOWED SBY CODE* CAUTION Live Load deflection limited to L/480: The Live Load deflection limited to L.560+: Live Load deflection limited to L/360: Floors common industry and design community A floor that is 100/o o stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,331 stiffer criteria are structurally sound to carry the than L/360 code minimurn. 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 risk of floor performance issues. This table applications,especially with 91/2"and 11 /e" 3-star floor for the discriminating homeowner. 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" 16" 19.2" 24" 12" 16" 19.2" 24" Depth Series a.c. o.c. 0.C. o.c. e.c, O.c, O.C. 0,C. D.C. O.C. O.C. O.C. 140 17'-9" 16-3" 16-4" 13'-11" 13'-11" 12'-8" 11'-11" 11'-1" 19'-8" 1T-0" 15'-0" 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" 9'/" 20 19'-1" 1T-5" 16'-5" 15'-4" 14'-10" 13'-6" 12'-9" 11'-10" 21'-1" 19'-3" 18'-2" 16-4" 190 19'-4" 17'4" 16-8" 16-6" 15'-1" 13'-9" 12'-11" 12--0" 21'-4" 19'-7" 18'-0" 17'-3" 25 21'-0" 19'-1" 18'4" 16-9" 1614" 14'-10" 14'-0" 12'-11" 23'-2" 21'-1" 19'-3" 17'-2" 140 21'-2" 191-4" 17'4" 15'-10" 16-7" 15'-1" 14'-3" 13'-3" 22'-5" 19'-5" 17'4" 15'-10" 150 21'-7" 19'-8" 18'-7" 17'-0" 16-10" 16-4" 14'-0" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 117/e" 20 22'-8" 20'-9" 19'-7" 18'-3" 1T-9" 16-2" 15'-2" 14'-1" 25'-1" 22'-10" 20'-10" 18'-8" ----_ ........_. .. _. _ _. - - .__.... - _. _.._ —----- ----— — 190 23'-0" 21'-0" 19-10" 18'-6" 18'-0" 16'-4" 15-5" 14'-4" 25'-5" 23'-3" 21'-11" 19'-0" ............_-.._..---........_._...__.._.......__.._.....__......._....._-_---................._............_............_...................._...._.._._................_..._._......................._.......__............._....._...................... ...__..._._..__.._..._ ........ —_.... 25 24'-11" 22'-9" 21'-5" 18'-3" 19'-6" 17'-8" 16-8" 15'-5" 2T-7" 24'-0" 21'-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'-4" 18'-10" 17'-2" 16-2" 16-0" 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" 26'-6" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19'-1" 20'-2" 18'14" 1T-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 28'-4' 25'-10" 22-11" 18'-4" 22'-1" 20'-1" 18'-11" 17'-6" 30'-5" 2614" 22-11" 18'-4" 140 26-6" 22'-11" 20'-11" 18'-9" 20'-10" 19'-0" 1T-11" 16-8" 26'-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" I 19'-3" 21'-T' 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" 1T-9" 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26-5 24'-2 19'-3" 22'-0" 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 19'4" 25 31'-4" 2T-10 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 18'-6" 32'-9" 2T-10" 23'-2" 18'-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 231 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.23/32-inch T&G Wood Structural Panels. A construction adhesive must be 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'/2'Type C or two layers%"Type X gypsum board i 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'/V 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 %'sheathing and STC=61 IIC=50 Cascade representative. 9%"glass fiber insulation to fire assembly: Installation Guide•08!291201: Floor Framin 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 ALUOISTn PRODUCT VERSA-LAM®header or an AJS®header. 1%"knockout holes at FOR INSTALLATION STABILITY, approximately 12"o.c. Temporary strut lines(1x4 min.)8'on are pre-punched. center max.Fasten at each joist with o 2-8d nails minimum. Dimension lumber is not suitable for use (` as a rim board in ALUOiSTe floor systems. AJS®rim joist. ° See Floor Details page 5. 00 See page 8 for allowable hole sizes 0 ® and location. 1 � BOISE CASCADE®Rimboard. See pages 6 and 27 of the VERSA-LAM®LVL beam. ALLJOISP Specifier Guide. Endwall blocking as required per governing building code. For load-bearing cantilever details, see page 9. AJS11 Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: Stiffener - - " ♦ Schedule Nailing 2"max.J 5 Schedule chartdoleStiffener Web 2"min.,' sWidth I-Gap r AJS®Series Joist Depth Nailing 4"max. 140 91/2"150 9 �—11YS" 3-10d 20 Clinch 190 14"— 16" 5-10d Nails 2-mi25 nim ,_Tight Fit Web Stiffener 4"ma� required when concentrated loa NOTES exceeds 1000 lbs Web stiffeners are optional except as noted below. Web stiffeners applied to Web stiffeners are always required for 18"and deeper AJS®joists at all bearing both sides of the joist web locations. • 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 Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger — manufacturer's installation requirements. In No i Minimum Web stiffeners are always required in certain roof applications.See Roof AJS®Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1' 1'/z° 25/,e" 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. Boise Cas ode EVVP•AI.L.,iOIST�Installation Guide"08:19'2013 Floor Framing Details *, Additional floor framing details available with BC FRAMER°software END BEARING DETAILS rim)\olst. blocking. Dimension lumber Nall BOTS Is not suitable for CAS ADE1 use as rimboard ?' Rimboard to with AJS"Joists. . AJS"Joists with Dimension lumber is not Blocking maybe required ` 8d nail into suitable for use as rim perpendicular to wall, a each flange. board with AJS"Joists. consult design professional 2x_ .J Use of AJSa rimjoist requires 2x6 i p of record and/or local building official. wall for minimum Joist beadng. s Fe- BOISE CASCADE' J�bea e 8d nail Rimboard Top Flange or Face Mount h side at Joist Hanger ring Solid block all posts Note:AIS"floor y ' from above joist must be 7 to bearing designed to carry �4-1%"minimum below. wall above when not f bearing length stacked over wall ? To limit splitting flange,start nails at least 11/2" below. ? from end.Nails may need to be driven at an j Blocking required underneath braced wall VERSA-LAM® angle to limit splitting of bearing plate. j panels and shear walls,consult design professional of record. INTERMEDIATE BEARING DETAILS AJS®Joist slope cut Reinforcement Detail below restores original allowable i For load bearing wall above Blocking may be required,consult design professional shear/reaction value to cut end of AJS®joist.AJS° 1. DouMe sash�Ci Vertic�Load RAN of record and/or local building official (stacked over wall below). JotstSpadngjinj Joist shall not be used as a collar or rafter tension tie.[ Size 12 16 19 2 . 24 2 z 6 mi. rafter. Raft s ali 0 2x4 4463 3347 2789 2231 o2 supported a edge h other upper bearings , i Load bearing 2.6 7013 5259 4383 1 3506 wall above 6—*42. (stacked over n-in Max, ' wall below) 1. Squash blocks are to beinfull contact " with upperfloorand lowerwall plate. Neel - A`Sr l A15 Joist blocking. . 2. Capacities shown are for a double Dep,n squash blocks at each joist,SPF see Nail block with one lOd nail into each flange. Or better. table 24 belowI I /!R\ Backer block Double AJ$®Joist mm ®j 2x blocking required at bearing(not shown for clarity). (minimum 1211 Connection Sheathing or /3s"min.plywood/OSB rated sheathing as reinforce- wide).Nail with rimboard ment Install reinforcement with face grain horizontal. Joist 10-10d nails. Filler Block closure Install on both sides of thejoist,tightte bottom flange. Hanger (see chart below) AJS r/4"gap between reinforcement and bottom of top flange. I Apply construction adhesive to contact surfaces and blocking fasten with 3 rows of min.10d box nails at 6"o.c. ,A required for .Alternate nailing from each side and clinch. cantilever. Web-Filler �� Minimum Neel Depth Filler block.Nail Nailing 12" Roof Pitch with 10-10d nails¥ End Wall oncenter Bearing 6/12T7/1278/12 ' 9/12 10/12 12/12 Backer block required where top flange Connection valid for all For load bearing cantilever,see pages 9 2x4 4-V 41A 4'/4. 4'/" 4°/4" 1°A" joist hanger load exceeds 250 lbs. applications.Contact Boise Cascade and 10.Uplift on backspan shall be " 2' ,h," 2 Install tight to top flange. EWP Engineering for specific conditions. considered in all cantilever designs. 2x6 33/." 31Ae" /,:" 2-Y4" 2 /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® 11h inches minimum from the end of the AJS®Joist blocking panelsorx-bracing. AJS®blocking panels or to limit splitting. PROTECT AJSt JOISTS FROM THE WEATHER x-bracing are required atcantilever supports, Sheathing to AJS®joist,rim joist,blocking: AJS11 Joists is intended only for applications that • Blocking maybe 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 AJS3'JOISTS be required perdesign professional of record. AJS'RIM JOISTS AND BLOCKING • 1%inches is required at end supports. 3%inches is - 14 gauge staples may be substituted for 8d nails if required at cantileverand intermediate supports. the staples penetrate at least 1 inch into thejoist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to t®e building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pit) BCCALC software. Engineering for further information. y,h 1875 NAILING REQUIREMENTS • AJS®rimjoist,rim board orclosurepanel toAJS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 117/a" 1680 - Rims or closure panel 11/4inchesthickand less: Bat rBlock --- 2-8d nails,one each in the top and bottom flange. AJS°Series Thickness Filler Block Thickness 14 ' 11 11_t - -, 1500 - AJS®140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 1%"or two 1h" 2x +%"wood panel - AJS®25 rim joist:Toe-nail top flange to rim joist 20 wood panels - 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 1Distance between stiffeners must be less than 24". • AJS®rim joist,rim board or AJS®blocking panel to 25 2x lumber Double 2x lumber support: - 8d nails at 6 inches on center. • Cut backer and filler blocks to a maximum depth equal - When used for shear transfer,follow the building to the web depth minus 1/4"to avoid a forced fit. designer's specification. • For deeper AJS®Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. 7=Installation ulde"08!291205:3 Roof Framing AJS° Rafters Additional roof framing details available with BC FRAMER®software The ridge must be supported FOR INSTALLATION STABILITY, by VERSA-LAM®LVL beam or �!: load-bearing wall. Temporary strut lines-(1x4 min.) 8 ft.on center maximum.Fasten at each joist with two 8d nails Blocking or other lateral minimum. �'--� support required at end supports. 00 0o`�—tom_ o ' i When installing Boise Cascade EWP products with treated wood,use only connectors/ fasteners that are approved for use with the Blocking not corresponding wood treatment. shown for clarity. AJS®Rafter Header VYI:f Multiple AJS6 Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJSs JOISTS UNTIL ALL HANGERS,AJS,& SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJSIBLOCKING 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 altemate,temporary sheathing may be nailed to the first four feet of Straighten the AJS®Joist to Within Y inch of true alignment before AJS11 Joists at the end of the bay attaching strut lines and sheathing. • All hangers,AJS`rim joists, rim boards, AJSt blocking panels,and Remove the temporary strut lines only as required to install the x-bracing must be completely installed and property nailed as each permanent sheathing. AJS®Joist is set. • Install temporary 1x4 strut lines at no more than eight feet on center as Failure to install temporary bracing may result in sideways buckling or additional AJS®Joists are set. Nail the strut lines to the sheathed area, roll-over under light construction loads. or braced end wall, and to each AJS®Joist with two 8d nails. AJSt''Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wall AJS11 Joist shaft not be used as collar/tension tie. Roof rafter shalt be Minimum Depth 2x4 2x6 supported by ridge beam or other upper bearing support. Heel s/2" 2'/V 1'/2" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 117/x" 3'%" 2'/i" 1x4 Nailer C&Max.4'-0"o.c. Ceiling Loads: 14" 411V 31/V Minimum Heel Depth Live Load=10 psf Notes: (see table at right) Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no 12 2X Blocking access to attic space. Min.6 " 91/2".117ra',t4'or 16• web.. 2)Ceiling joist must be designed to carry all roof load AJS*Series Ceiling Joist Filler 'rte transferred through rafter struts as shown. c 24"o.c.Maximum 3)AJS1 ceiling joist end reaction may not exceed 550 pounds. 3%"Minimum Bearing 4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS®top flange with 1-16d sinker Maximum Span Lengths out Roof Loads or box nail. 9'h"AJS°1ao,150,20,Iso,zs 1s'-s" 6)1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 117/x"AJS9 140,150,20,190,25 22'-0" 7)Install a 24"long web stiffener on each side of 14"AJSe 140,150,20,190,25 24'-s" AJS®Joist at beveled ends.Nail roof rafter to AJS® If roof loads transfer to ceiling joists through struts,analyze with BC CALL® 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 Additional roof framing details available with BC FRAMER software 1' lad naio l *for '1 Rimboard/VERSA-IAMB blocking. ; 2x beveled plate for slope at 6" ailo.c135 PLF max.i Ventilation"V"cut: greater than'/a/12. 240 PLF max /3 of length.1/z of depth E Backer block. Thickness per I2x4— correspondingblocking AJS"series. lock for soffit 9 blocking { support.bloc* 2'-6„max. s cut Flange of AJS"Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can 4'-0"h . entilation. the low end of the joist. Birdsmouth cut AJS•joist i 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. 1 i^ _..... . . � - I� f--Rimboard/VERSA-LAM''blocking. i Backer block I ( Ventilation"V"cut: (minimum 12"wide). 1/3 of length,1h of depth Joist Nail with l0-10d nails. Hanger ' r I DO NOT bevel-cut joist Tight fit- Flange of AJS4 Joists may be beyond inside face of wall,except for lateral birdsmouth cut only at the Filler block.Nail for specific conditions in details stability. low end of the joist. with 10-.10d nails. shown on pages 6 and 15 of the Birdsmouth cut AJS"Joist ALUOIST'"Specifier Guide. -, must bear fully on plate,web Backer block required where top flange stiffener required each side. joist hanger load exceeds 250 lbs. j 2'6"max Install tight to top flange. Fe Simpson or USP LSTA24 Simpson or USP LSTA24 strap where slope strap.nailing per AJS`Blocking exceeds 7/12(straps may be required for lower L Double joist may be required governing building code. Row on each slopes in high-wind areas). Nailing per governing L when L exceeds rafter side a ridge building code. /� (2'-0-xspacing. or alternate. I Holes cut for h max Blocking as required. i ventilation. VERSA-LAM' Nail outrigger 1 o LVL support beam. through AJS`web.; i iF A-LAM" ' 2"x outrigger ` LVL support ,f notched around AJS I jbeam. Beveled web stiffener top flange.Outrigger 3 Double-beveled plate,connect to ridge ! / on each side. spaceater thanon-center. ng no renter. (i with 2 rows 16d nails at 12"o.c. Simpson LSSUI or USP TMU hanger. End Wall. LATERAL SUPPORT AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJSW 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,AJS1 rim joists,rim boards,AJS' 11h inches minimum from the end of the AJS1Joist PROTECT AJS° JOISTS FROM THE WEATHER blocking panels orx-bracing. AJS blocking panels or to limit splitting. x-bracing are required at cantilever supports. Sheathingto AJS®joist,rimjoist,blocking: • AJS1Joists are intended only for applications that • Blocking maybe 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 a 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. • 11h inches is required at end supports. 31h 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. • Langer 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 11/2 inch,pre-stamped knock-out holes spaced BC CALCI 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 ® Backer Block be advantageous in ventilation design. Consult local AJS Series Thickness FillerBlockThickness buildingofficial and/or ventilationspecialist for - Rims or closure panel 1/4 inches thick and less: 140 � / 2-8d nails,one each in the top and bottom flange. specific ventilation requirements. 150 11/8',or two 1h" 2x +I/s"woodanel - AJS"`140/150/20/190 rim joist:2-16d box nails, 20 wood panels — p BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - AJS''25 rim joist: Toe-nail top flange to rim joist 2 - - - AJS�'Joists maybe birdsmouth cut only atthe low with 2-10d box nails,one each side of flange. 25 2 x_lumber Double 2 x—lumber end support. AJS'Joists with birdsmouth cuts may • Cut backer and filler blocks to a maximum depth equal cantilever up to 2'-6"past the low end support. The • AJS°'rim joist,rim board or AJS°blocking panel p q bottom flange must sitfully on the support and 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. For deeper AJS'Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be - When used for shear transfer,followthe building pieces of 3/4"wood panels. birdsmouth cut. designer's specification. Poise Cascade EVVP•ALL.JCiST`Installation Guide•08129120!3 AJS® Joist Hole Location & Sizing AJS®Joists are manufactured with 1V2"round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension D of largest hole(knockouts exempt) D DO NOT (see table below) (see table below) cut or notch flange dr JET o— o o MEET o #" DO A 1'/2"round hole may be 6" cut in web area I No holes(except knockouts) y � " as specified allowed in bearing zones cut anywhere In the web. Do not cut holes Provide at least 3"of larger than V/2" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/" s y Select a table row based on joist . • � € az : depth and the actual joist span i rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6'h 7 ( 8 8'/a 9 10 11 3 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" 3'-10" 4'-0" the longest side of a rectangular hole. The table value is the Any Span closest that the centerline of the 9W eft] 112 3'-0" T-8" 4'-5" 5-1" 5'-10" 6'-0" hole may be to the centerline of Joist - the nearest support. i - 16 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" • The entire web may be cut out ....,. ._..........____..__ ,..____... .__.._... DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6'/2 7 8 8'/8 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" 2'-8" 2'-11' 3'-1" T-6" 3-11 of uncut web between holes _ must equal at least twice the i I diameter(or longest side)of the Any € S 12 1'-5' 2'-1" 2--g" 3-5' 4'-0" 4'-4" 4'-8" 5'-4" 5'-11'I largest hole. 1 P/ Pan Joist s Ift] 1 1'/2"round knockouts in the web 16 1 11 2-10" 3 8 4 6' 5'-5' 5'-10' 6 3' 7-1' .7'-10° i may be removed by using a t -- short piece of metal pipe and 20 2'-5' . 3'-6" 4'-7" : 5'-8" 6'-9 T-3" 17'-10";8'-11" 9'-10" f hammer. - `- - • Holes may be positioned verti- Round Hole Diameter(in) 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 tally anywhere in the web. The joist may be set with the 11/2' Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 - - knockout holes tumed either up or down. 8 1'-0' 1'-1" 1'-2" 1'-4" 1'-8" 1'-11' 2'-1" € 2'-6" 2'-10"i 2'-11" 3'-4" 3'-9" This table was designed to apply to the design conditions covered by tables elsewhere 12 1'-0" 1'-1" 1'-4" 2'-0" 2'-7" 2'-11" T-2" T-1 0 1 4'-4" 4--5" 5'-0" 1 5'-7" in this publication. Use the ?"— - BC CALC®software to check 14y I Span 16 1'-0' 1'-1' V-10" 2'-8" T-5 T-10"14'-3" 5'-1" 1 5'4" 5'-11 6'4" T-6' ! other hole sizes or holes under Joist other design conditions. It may I E : be possible to exceed the limita- 20 1'-0' 1'-3' - 2'-4' 3'-4' 4'-4 4'-10" 5-4' 1 6'-4" : 7-Y T.4" : 8'-5" 9'-5" € tions of this table by analyzing _ a specific application with the 24 1'-0' 1'-7" 2'-9" 4'-0" 5'-2 5'-10' 1 6'-5" 7'-8" 8'-8" 18'-10 10'-1" 11'-3" BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6'/z 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" T-10" T-2" T-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" T-0" 3'-1" T-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" T-4" 4'-0" 4'-2" 4--11" 5'-8" 6'-5" T-2" Joist Ift] 20 1'-0" 1'-1" 1'-2" 1'-4" 2--3" 2'-9" T-3" 4--3" 5-1" 5-2" 6'-2" T-1" 8'-1" 9'-0" 24 1'-0" 1'-1" 1'-2" 1'-7" 2'-9" T-4" T-11" 5-1" 6--1" 6,-3" T-4" 8'-6" 9'-8" 110'-10' Boise Cascade EWP•ALL.IOISTc installation Guide•0819%2013 a N x x X X X X X X X r N X X X X X X X�� x x x x r .- r x _� N CY) V ` U U � � N C N Oj "N NXX X X X X OO r—e- -N N X.00 0 >� OO O�>>��>�7��> c N 4) O U N- N N w Orr rNNNXX.000000 �� r-.000000000000000�> N L �n(Q � �.- S. 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Nail to the cantilever Roof Span -• 21-6- 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 with horizontal face grain. 2'-0• •These requirements assume a 100 PLF wall load and apply to AJS® Joists.Additional support may be • The tables and details on pages 9 and 10 indicate the required for other loadings.See type of reinforcements,if any,that are required for load- BC CALC software. 2'.0- type q 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". Uplift on back span shall be specific applications with the BC CALC"software. considered In all cantilever designs Brick Ledge Load Bearing Cantilever Brick Ledge With Blocking Panels l: Brick Ledge Without Blocking Panels Load bearing wall. 12"min.length of 23/32" plywood/OSB reinforce- BOISE CASCADE® ment nailed to top and Provide full Rimboard. bottom flanges. depth blocking Brick between joists. w II. 5"max. 3%"min. Edge of hole shall be a O 2x10 sill plate for 2x6 wall, min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. — Load bearing wall. Notes: Notes: 1.Use 23/32'min plywood/OSB rated (8d)nails at 3"on center except 9'/2" 1.Use 23/32"min plywood/OSB rated (8d)nails at 3"on center except 9'/2' sheathing.Install full depth of joist joists,install nails at 2'/2"on center. sheathing.Install full depth of joist joists,install nails at 2Y:"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 top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2'/2" of 3"from end of blocking panel. and bottom joist flanges with 2'/2' Roof Roof Live Load s Joist Truss 20 psf 30 psf 1 40 psf 50 psf Brick Ledge Depth Span Joist Sp acin O.C. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" '19.2" 12" 16" 19.2" 12" ' 16" 19.2" 24' o 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' o a o 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9"/2' 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' o o - 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 x1 x x 1 x x overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 26' o o o 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 28' 0 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11'/8' 30' a o 0 D o o 0 0 1 a 1 1 exceed maximum floor spans shown on 32' o o l 0 0 0 0 0 0 1 0 1 1 page 3. 34' 0 0 0 0 j 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' 0 i o 0 0 0 a o 0 0 0 0 { 0 0 = No Reinforcement Required 26' 0 0 0 o 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' o 0 0 0 o 0 0 0 0 0 : 0 1 14" 30' oo 0 D o o 0 0 0 00 1 2 = Reinforcement Required Both Sides of Joist ! ' 32' 0 0 0 00 0 0 0 0 0 o 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 o 0 1 0 0 : 1 36' o o 1 o I o ! o o I o 0 1 I o 1 x Boise Cascade EWP•ALLJOIST°installation Guide•081912013 Nora-L a Bear,n Wall cantilever Details .s AJSO 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 1 od nails at 6"on center.Clinch all nails. AJSeJoist blockin Wood backer block 2x Closure g Wood Structural ee page fi o/GuideALLJO2x8 minimum Specifier Guide AJS JOISt Panel Closure blocking Section : ; View ! Drywall Ceiling or Minimum 1%Times ! ! Wood Structural Ir Back Span �i Maximum ! panel Soffit Cantilever Length 1/3 Back Span' Back Span Maximum Not to exceed 4'-0" 3%"min—; bearing r '/a 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 CALCI 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 Maximum Hole Size Multiple Span Joist See Max Hole Size on hole Chart for Joist Depth Joist Simple Multiple QT hole See Max Hole Sin on hole f 1h Joist Span i Minimum 2x diameter/ Depth Span Span �h Joist— I Chart for Joist Depthih Joist width of largest hole San San 6"x 12" 6"x 7" 11'/... 8"x 13" 6"x 8" Simple Span Joist 6'-0'Min 14" 9"x 16" 8"x 13" uhiple Span Joist 12'-0'Min Multiple Span Joist 12'-0'Min—r Notes: 10"x 14" T.11" Additional holes may be cut in the web provided the meet Larger holes may be possible for either Single or v p v 11"x 16" 10"x ta° Multiple an joists, use BC CALC®sizing software the specifications as shown in the hole distance chart shown 16" -- P p 1 g above or as allowed using BC CALC®sizing software. 12"x 15" 11"x 12" for specific analysis. AJS° Joists connection Details R Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers on Steel Beam ® ,g Backer blocks shall be at least 12"long perhanger. 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 professional of ''` Backer record. Block 1/4"to 2" gap Steel beam. "Top Mount" "Face Mount" Backer block shall Backer block shall Backer block be tight to bottom be tight to bottom 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 ELNP•ALLJQIST`installation Guide-08!2912013 BOISE CASCADE® Rimboard x, �cavaczvmw...n __wr%rwMnve,e—«,wwra k�3x BOISE CASCADE® Rimboard Product Profiles E T li 91/2' jf� 11�/sn 1411 1611 99999 � �'3i i 1", 11/611 1" 15/is' 13/411 BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. 0 Perpendicular (1 Parallel 0 See chart for vertical load capacity. See chart for vertical load capacity. 'h"dia through bolts (ASTM A307 Grades A&B, SAE 1429 Grades 1 or 2, or higher)with washers and nuts or lh"dia lag Exterior screws(full penetration) wood sheathing 350 Ib capacity for 1r/a"&thicker rim, 3 300 Ib capacity for 1'rim,per fastener t Treated Ledger- • Use onryfasteners • that at approved for • use with corresponding • • wood treatment. • BOISE CASCADE®Rimboard Design of moisture control Min. 8d nails at 6"o.c.per IRC. by others(only structural Connection per design professional ofcomponents shown above)For information record's specification for shear transfer. Min. 8d nails at 6"o.c per IRC. regarding connection of exterior decks to Connection per design professional of per interior floor systems per the 2009 IRC,section 502.2.2.3, record's specification for shear transfer. contact Boise Cascade SVP Engineering. BOISE CASCADE® Rimboard Properties Vertical Load Capacity Specific Allowable Design Values Product Uniform[pIfl Point Ib Gravity 18"& 22"& 18"& 22"& for Modulus 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 to Grain &Less &Less &Less &Less &Less &LessPb/ft] Desi n [lb/ing Ibrtn llbrin9 Ilb/ing 1"BOISE CASCADE* RIMBOARD t & 1' BOISE CASCADE* 3300 1650 1650 f 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB in 1%,"BOISE CASCADE" 4400 3000 : 3000 3500 3500 ' 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB Permitted per building code for 15/766000 5450 — 4450 4450 — all nominal 2'thick framing docked 0.5 1800 1,400,000 225 525 VERSA-LAM"1,4 1800(7) and unblocked diaphragms (4'nad spacing&greater) --— -- Permitted per building code for 13/411 aA5700 4300 — 4300 3900 — all nominal 2•thick framing docked 0.5 2800 2,000,000 285 750 VERSA-LAMB'2.0 3100 t11 and unblocked diaphragms (4'nail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[in] Notes 10d,12d 1. Per ICC ESR-1040. Product 8d 8d 10d&12d ' 16d Common& 16d 2. See Performance Rated Rim Boards, Box Common Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE® RIMBOARD(2) 3 3 _ information. 1"or 1'l"BOISE CASCADE® 3. Not all products and depths may be RIMBOARD OSB rn 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15he VERSA-LAW 1.41800'> 3 3 3 3 4 6 1'/+"VERSA-LAMB 2.0 3100 i'3 2 3 3 i 3 4 6 Boise Cascade EVVP-ALLJOIST Installation wide-08/19;2013 AJScR' Design Properties . , . End Reaction[lbs] Intermediate Reaction[lbs] AJS11 Moment Shear 1'/�'Bearing 31/z' Bearing 31/2+'Bearing 5'/." Bearing Joist Depth Weight M EI x 106 K x 106 V Series [inches] [plf] [ft-Itis] [Ib-in'] [lbs] [lbs'] No WS01 WS(21 No WS"' WS(2) No WSO) WS(2) No WSl'1 W&2) 9'h 2.2 2450 182 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11'/8 2.5 3175 310 6.6 1490 955 1335 1215! 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1256 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9'/2 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 1 2450 2350 2450 AJS8 11'/8 2.5 3650 331 6.6 1490 955 13_35 1215 1595 2390 2800 2390 2800 150 14 2.8 4390 487 _7.8_ 1790 960 1420 1250 1700 ___243O 3130 i 2430 3130 16 3.1 5080 664 9A 2065 970 1500 1285 1800 2465 3435 2465 3435 9'h 111 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 ------ AJS® 11'/e 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 2065970 1500 1285 1800 2465 3435 2465 3435 91/2 2.5 3895 244 5.2 1160 950 1240 1175 1480 2350 1 2450 1 2350 2450 AJS® 11'/8 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 . 2800 1 2390 2800 190 14 3.0 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'/2 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 2600 2850 AJS'a 11'/8 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. = 5WJ4 { W12 (2) Web stiffeners required. 0 384 EI K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% 0 = deflection [in] and may be adjusted for other load durations. W = uniform load [Ib/in] • Design values listed are applicable for Allowable Stress Design(ASD). 1 = clear span [in] • No additional repetitive member increase allowed. EI = bending stiffness[Ib-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[lb] - ICC ESR 1144(IBC, IRC) -- VERSA-LAMO Design Values AllowableAllowable Moment Allowable Allowable Moment Width Depth ( Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in [in] [Iblftj f [lb] [ft-IbWJ Grade Ib ft-Ib n4 ' � Lo 3'/2 1.5 998 776 5.4 5'/4 8.0 5237 6830 63.3 X o N1 Y2 5'h 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 >`" j 7'/. 3.2 2066 3069 47.6 7% 11.0 7232 12566 166.7 ----- 3'/2 1.8 1164 1058 6.3 9'/. 14.1 9227 19908 346.3 5'/2 2.8 1829 2486 24.3 - 7'/. 3.7 2411 4189 55.6 9/2 14.5 9476 20937 375.1 9'/4 4.7 3076 6636 115.45,/ 11'/4 17.1 11222 28814 622.9 9'/2 4.8 3159 6979 1 125.0 11'/a 18.1 11845 31913 732.6 1'/, 11% } 5.7 3741 9605 207 6 0 14 21.3 13965 43552 1200.5 ...... .......- 0 11'/. J 6.03948 10638 244.2 co 16 24.4 15960 56046 1792.0 0 14 7.1 4655 14517 400.2 M N 18 27.4 17955 70011 2551.5 0 16 8.1 5320 18682 597.3 g 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 J < 24 12.2 7980 40183 2016.0 ¢ 24 36.5 23940 120549 6048.0 5/2 5.6 3658 4971 48.5 9'/. 16.6 12303 26544 461.7 U) 7% 7.4 4821 8377 111.1 j 9'/2 17.1 12635 27916 500.1 - -- w 9'/. 9.4 6151 13272 230.8 11'/. -. 20.2 14963 38419 830.6 9%2 9.6 6318 13958 2501 7 _ _ i 11/e 21.4 ( 15794 42550 976.8 11'/4 11.4 7481 19210 415.3 .... 3+/2 - - 7 14 25.2 18620 58069 1600.7 1... 12.1 7897 21275 488 4 16 28.8 21280 74728 2389.3 - ._ 14 14.2 9310 29035 810,3 -- -- 16 16.2 10640 37364 1194.7 18 32.4 23940 93348 3402.0 _ _ 18 18.3 11970 46674 1701.0 20 36 0 26600 113904 4666 7 -- _. ........... - ......... ...... 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Boise Cascade EVP-ALLJOIST°Installation Guide•0812912013 VERSA-LAM° Design Properties Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicularto for Fastener Elasticity Bendingear Grain Parallel to Grain Grain Design (pgi)izat I (pst) <IFi) tE(x 10ps)n) Fb F t(psIF.,,(psi).'t F`-L(psOn)et (SG) Design Property Grade VERSA-LAM"Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 i VERSA-LAM,Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 I i VERSA-CAMs Columns 1.82750 1.8 2750 i 285 I 1825 1 3000 750 0.5 i 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)1e 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,(12A)'"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 i Side-Loaded Applications" Designing Connections for Maximum Uniform Side Load[plf] Multiple VERSA-LAMO Members Nailed '/:"Dia.Through Bok�'I %"Dia.Through Bok''7 Number 2 rows 16d 3 rows 16d 2 rows 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of When using multiple ply VERSA-LAM®beams to create a wider Members Sinkers @ Sinkers(5, 24" i 12"o.c. @ 6"o.c. I 24'o.c. 12"o.c. @ 6"o.c. 12 o.c. 12"o.c. sta ered sta ered staggered 1 stage,ered sta ere, staigered member,the connection of the plies is as critical as determining the 1%"VERSA-LAW(Depths of 18"and less) beam size. When side loaded beams are not connected property, 2 470 705 1 505 1 1010 1 2020 560 1120 ! 2245 the inside plies do not support their share of the load and thus the 301 350 525 375 755 1515 ! 420 840 , 1685 load-carrying capacity of the full member decreases significantly. The 40) use bolt schedule I 335 670 1345 1 370 745 1495 following is an example of how to size and connect a multiple-ply 3'h"VERSA-LAMO VERSA-LAM,floor beam. 201 use bolt schedule 1 855 1715 N/A 1125 2250 j NIA Given: Beam shown below is supporting residential floor load 11W VERSA-LAM,(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16-0". Number Nailed % Dia.Through Bok1') %"Dia.Through Bolt(') Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Hangers not shown Members Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" for clarity 12"o.c. 12"o.c. -staggered staggered staggered staggered staggered staggered 2 705 940 755 1 1010 1515 ! 840 1120 1685 R , 301 525 705 565 755 1135 ; 630 840 1260 4f1 use bolt schedule ! 505 670 1010 ; 560 745 1120 1. Desiggn values apply to common bolts that conform to ANSI/ W bolts and Th"for%"bolts. Bolt holes shall be the same ASME standard 1318.21-1981(ASTM A307 Grades A&6, diameter as the boll SAE J429 Grades 1 or 2,or higher).A washer not less than a 2,The nail schedules shown apply to both sides of a 3-memberstandard 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 beans must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shelf be no less than 25%of opposite side). Find: A multiple 1s/."ply VERSA-LAM"that is adequate to support the Top-Loaded Applications design loads and the member's proper connection schedule. 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 Ries Depth Naging From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALCe to Depths l l'/'&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 A Triple VERSA-LAM,2.0 3100 1s/."x 14"is found to 12"o.c. 600 plf 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 117/.'&less 2 rows 16d box/sinker nails @ 12"o.c. 300 plf (the right side in this case). (3)1'/."plies ah Depths 14!'-18" 3 rows 16d box/sinker nails @ 12"o.c 450 plf Max.Side Load=(18'/2)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 ptl 4. Go to the Multiple Member Connection Table,Side-Loaded 4)1'/."plies Depths 18"&less 2 rows 1,12"bolls @ 24"o.c.,staggered 335 plf Applications,1s/."VERSA-LAMB,3 members -- 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"o.c,staggered 855 pff the max.side load: (2)3'fi"plies - Depth 20"-24" 3 rows 112"bolts @ 24'o.c,staggered every 8" 1285 pff Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAMB 525 ptf is greater than 450 plf OK 2.AN values in these tables may be increased by 15%for snowaoad 5.Connection values are based upon the 2005 NDS. Bolts:1/2'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 N is reater than 450 f OK code allows. USP WS screws may also be used to connect multiple P g 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 ELVP•ALt_joiST"Installation Guide"08:19:2013 VERSA-LAM° Beam Details/Allowable Nailing/Holes VERSA-LAM` Beam Details 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 not continuous over header. Verify hanger a later ��"air al restraint space y with at bearing. required hanger cpacit between manufacturer VERSA-LAM" concrete column and wood. `-Column connector per design �,,�:{�y��■ �� professional �{IY1 Trimmers � �)SLS of record `fir --- --------___.. `�, Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with inside of wall t Strap per code if Sloped seat cut. Hanger top plate is not Not to exceed t continuous inside face of bearing. DO NOT bevel cut VERSA-LAM' beyond inside face of wall without approval from Blocking not0 Boise Cascade EWP Engineering Moisture barrier between • shown for clarity. `t or BC CALCI software analysis. t' concrete and wood t t;, ; VERSA-LAM' Installation Notes Minimum of h"air space between beam and wall pocket or adequate barrier must be VERSA-LAMS 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 o (Narrow Face) Products Nailing Nailing Parallel to Glue Lines(Narrow Face)''i Perpendicular to Glue Lines (Wide Face) Nail Size VERSA-LAM"' 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM'' 13/l" 3'b"&Wider All Products O.C. End O.C. j End O.C. End O.C. End [inches] [inches] (inches) [inches] [inches] [inches] [inches] [inches] 8d Box 3 11/2 2 1 2 % 2 '/2 Ed Common 3 2 3 2 2 1 2 1 --- Nailing Perpendicular to 10d&12d Box 3.__. 2 3 2 2 1 2 1 -------__-_._ .. _ Glue Lines (Wide Face) ......... ......... 16d$ox 3 2 3 2 2 1 2 1 ....-- — — -- ----------- --- 10d&12d Common 4 3 4 3 2 2 2 2 Nailing Notes - -- 1) For Y/."thickness and greater,2 rows 16d Sinker 4 3 4 3 2 2 2 2 of nails(such as for a metal strap)are 16d Common 6 4 6 3 2 2 2 2 allowed(use%"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-RIMI'. Use nails as specified by Simpson Strong-Tie. Allowable Hales 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 '/3 Depth anywhere within the shaded area of the beam. O ,• - 3.The horizontal distance between adjacent holes must be O /a Depth at least two times the size of the larger hole. '/3 Depth 4. Do not drill more than three access holes in any four foot long section of beam. 5.The maximum round hole diameter permitted is: 1/3 Span 1/3 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" =/a" governed by the provisions of the National Design Specification` for 7'/a" 1 Wood Construction, 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 Casrxida E:VVP•ALLJOIST`--Installation Guide•08129I2013 Handling and Storage of Engineered Wood Products - Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® x S" from the weather. / II SS" Unload from truck carefully using DO NOT lift AJSO Joists by top flange. appropriate equipment. 'I Joist uw uversa Lwur e Keep at least 3'/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. This damage can be prevented ii - "",'I Leave AJS®Joists banded together until ready Fork radius causes I/?"thick spacer on by making sure that all joists are first two joists to rise face of forks reduces sitting on the flat portion of the to install r'above fork. lift to/; fi^thick 9 P spacer virtually forks.This can be accomplished eliminates lift) by making sure that the forks are not fully extended into the unit 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 radius area of the forks.This pro- cedure will equalize the pressure 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,"Joists,VERSA-LAM`and ALLJOIS7,must be stored,installed and used in accordance with the Boise Cascade EWP Installation Guide.building codes,and to the extent not inconsistent with the Boise 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 ,ALLJOIS7 and BCI*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-LAMS,ALLJOIST,",and BCI,"Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. . w— BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALL,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, Referto 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. Your Dealer is: visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning.P Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 J3 9� Receipt • • Cash • • City of 1 I • I DESCRIPTION • QTY PAID PermitTRAK $55.00 RES18-0358 Address: 1596 MARITIME OAK DR APN: 169505 1975 $55.00 BUILDING FRAMING ROUGH 09/24/2019 RBE $55.00 BUILDING FRAMING ROUGH 09/24/2019 455-0000-322-10020 $55.00 RBE TOTALR10494 $55.00 Date Paid: Thursday, September 26, 2019 Paid By: Dream Finders Homes LLC Cashier: CT Pay Method: CREDIT CARD 000550 00, Printed:Thursday,September 26, 2019 1:00 PM 1 of 1 j