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527 ATLANTIC BEACH CT RES18-0407 RES PERM
RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RES18-0407 ISSUED: 1/25/2019 800 SEMINOLE ROAD EXPIRES: 7/24/2019 ATLANTIC BEACH. FL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODEJ. NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL • • OF 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: AVEOF WORK: 527 ATLANTIC BEACH CT RESIDENTIAL NEW SINGLE FAMILY RESIDENCE NEW SINGLE FAMILY HOME $553190.85 TYPE OF • • GROUP: ATLANTIC BEACH 169505 1415 COUNTRY CLUB UNIT 02 COMPANY: A• • • ��4111 Dostie Homes, LLC 9301 Old Kings Rd S Jacksonville FL 32257 • ADDRESS: MICHAEL AND HOLLY 1661 ATLANTIC BEACH DR ATLANIC BEACH FL 32233 IZARD WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMAi ZONAL 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: 1/25/2019 1 of 3 RESIDENTIAL PERMIT PERMIT NUMBER f RES18-0407 v� CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 1/25/2019 ' EXPIRES: 7/24/2019 ~ ATLANTIC BEACH. FL 32233 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,JDog/Dennis Junk Removal).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 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. 9 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 10 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. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $1788.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $894.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 CROSS CONNECTION 400-0000-343-3701 1 0.75 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 Issued Date: 1/25/2019 2 of 3 RESIDENTIAL PERMIT PERMIT NUMBER S , RES18-0407 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 1/25/2019 ATLANTIC BEACH. FL 32233 EXPIRES: 7/24/2019 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 $40.98 STATE DCA SURCHARGE 45S-0000-208-0600 0 $2732 WATER METER ONLY DOMESTIC 400-0000-343-3301 0 $185.00 WATER METER ONLY RECLAIM 400-0000-343-3301 0 $185.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL: $8,635.30 Issued Date: 1/25/2019 3 of 3 Doc # 2018291289, OR BK 18627 Page 1062, Number Pages: 2, Recorded 12/13/2018 09:47 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 THIS INSTRUMENT PREPARED BY AND PLEASE RETURN TO: Michael I.Kotler,Esquire Cohen Kotler,P.A. 54 S.W.Boca Raton Boulevard Boca Raton,Florida 33432 (This space reserved for recording.) NOTICE OF COMMENCEMENT Tax Folio No.: 169505-1415 Permit No.: STATE OF FLORIDA COUNTY OF D U V A j - The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713,Florida Statutes,the following information is provided in this Notice of Commencement. 1. Description of Property: Lot 24, Atlantic Beach Country Club Unit 2, a subdivision according to the plat thereof recorded at Plat Book 67,Pages 132 through 137,of the Public Records of Duval County, Florida Street Address: 0 Atlantic Beach Drive,Atlantic Beach,Florida 32233 2. Description of Improvements: Construction of Single Family Home 3. Owner Information:Michael Izard and Holly Izard, 1661 Atlantick Beach Drive,Atlantic Beach,Florida 32233 Interest In Property: Fee Simple Name and address of fee simple titleholder(if other than owner): 4. Contractor: Dostie Homes,LLC 9301 Old Kings Road S. Jacksonville,Florida 32257 5. Surety: LUCOTLER-M Mrd-MidwcNiome Comtroction(2018)1Sorrowcr DocslNodcc of Com tent-Camtmclion ofSngk FnmBy Home RVI 1111.1&wpd OR BK 18627 PAGE 1063 a. Name and Address: b. Amount of Bond: 6. Lender Information: TD Bank,N.A. 32 Chestnut Street Lewiston,ME 04240 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7,Florida Statutes: 8. In addition to himself,Owner designates:Michael I.Kotler,Esquire,Cohen Kotler,P.A., 54 SW Boca Raton Boulevard,Boca Raton,Florida 33432,to receive a copy of the Lienors Notice as provided in Section 713.13(1)(b), Florida Statutes. 9. Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of the recording unless a different date is specified). Expiration Date: Michael Izard I Holly Izard STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me this_JAA day of 2018 by Michael Izard and Holly Izard, who are personally known to me(or who have produced { tC P in° p as identification)and who did take an oath. ffmlri v, I (SEAL) G �. Notary Public,State of Florida ;:;v•• `'�;:; MARISSALORDA MY COMMISSION#GG 228145 �_EJX�P�IR"�w-4A 12,2022 Public Underwrtlers Z'UCOTLER-MVmd-Mkim"c=Com mctioo(201e)1Bomo Docsl 4otkc orco...2..Cosnwctbe crSinglc Famey Home RVI 1111.IR.wpd City of Atlantic Beach APPLICATION NUMBER rj Building Department (To be assigned by the Building Department.) 800 Seminole Road t O� Atlantic Beach, Florida 32233-5445 V Phone(904)247-5826 - Fax(904)247-5845 I Q E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM rr �� Property Address: Department review required Yes No uilding .2 Applicant: (j/}� C, tanning &Zonm Tree Administrator Project: E� [ 13GLC 1` Pr t L`/ �c wor s ublic Utilities Public Safety Fire Services RevieINNER MOM 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: .2'Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING I PLANNING &ZONING Reviewed by-.""#Y— aoo_�_ Date: TREE ADMIN. Second Review: []Approved as revised. ❑Denied. []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 )� I I City of Atlantic Beach APPLICATION NUMBER Js Building Department Nh ECEI V (To be assigned by the Building Department.) =• `•� 800 Seminole Road Atlantic Beach, Florida 32233-5445 201'3 V Phone(904)247-5826 • Fax(904)247-584 DEC 13 QQ ��; �• E-mail: building-dept@coab.us Date routed: 1 Z U City web-site: http://www.coab.us BY APPLICATION REVIEW AND TRACKING FORM Property Address: v `�lCn 7 Department review required Yes No }� r� uildin Applicant: ` p S Home-_c_-, LCA ,_ tanning &Zonm PPm( Tree Administrator Project: � &tQ [ NQ,L l,`/ is Wor s ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receiptof Permit Verified By Date 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: VApproved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. ❑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 ss REVOCABLE ENCROACHMENT AGREEMENT "ALL INFORMATION �4, City of Atlantic Beach HIGHLIGHTED IN GRAY `, . � 800 Seminole Road,Atlantic Beach, FL 32233 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 Dostie Homes, LLC 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 Single Family Residence 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 9301 Old Kings Rd.S.,Jacksonville,FL 32257 • 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 ar ere 4y assumed by the USER. ++ r Date )U Prope ner/Agent (signed in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL W The foregoing instrument was acknowledged this + _ day of T"y'O k' , 20 by C h n J'f 0Chtil' L11 1'��,; f'1 C who personally appeared before me and (printed name of Signer) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. ZpRv q Arian Manning -- - Q o NOTARY PUBLIC STATE OF FLORIDADepartment Approval: Si atu:e of Notary Public, State of Florida , Comm#GG070413 l �S�NCE 19� Expires 2/6/2021 [v ers /nally Known [ ] Produced Identification (Type) Scott Williams, Public Wor Director H:\Applications&Forms\Word Documents\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 RIGHT-OF-WAY/ EASEMENT PERMIT APPLICATION "ALL INFORMATION City of Atlantic Beach HIGHLIGHTED IN GRAY IS 800 Seminole Road,Atlantic Beach, FL 32233 REQUIRED. PERMITTEE RESPONSIBLE FOR NOTIFXING 811 AN9 OBTAINING UTILITY LOCATES `L7 A_j_/Ahfi c 94M6-f), af-. Job Address+re Permit Number Contractor Information Company Dostie Homes, LLC Qualifying Agent Christopher C. Dostie Address 9301 Old Kings Rd.S. City Jacksonville State FL zip 32257 Phone(904)739-9121 Email pcombs@dostiehomes.com State Certification/Registration #CBC 12587" Architect Phone Email Engineer Castillo Group Phone(904)680-6279 Email Workers Compensation Insurer ✓/Southem-Owners Insurance Company OR Exempt❑Expiration Date • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation, alteration or relocation of all,or any portion of said street or easement as determined by the Public Works Director,any or all said poles, wires, pipes,cables or other facilities and appurtenances authorized hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as required by the Public Works Director and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of Mike Talkington (Project Superintendent) with (Company Name) Dostie Homes Phone(904)710-9433 • All materials and equipment shall be subject to inspection by the Public Works Director. • All city property shall be restored to its original condition as far as practical, in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation,as well as a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the City right-of-way are to be included with this application. • The permittee shall commence actual construction in good faith within 60 days. If the beginning date is more than 60 days from date of permit approval then permittee must review the permit with the Public Works Director to make sure no changes have occurred in the area that would affect the permitted construction. • It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder,and the holder will,at all times, assume all risk of and indemnify,defend and save harmless the City of Atlantic Beach from and against any and all loss,damage and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. • T e Publ ks D' ed altti",C ified 24 hours prior to starting work and again immediately upon completion. CCb l / Date I1 P rmittee( i ned in presence of Notary Public) STATE OF FLORIDA,COUNTY OF DUVAL {h The foregoing instrument was acknowledged this I day of v'� �t'l� 20 19 Chn I t1� ham' G - Y�c-'t�� by r who personally appeare�beforr me and (printed name of Permittee) �otp y4sso Van Manning oP NOTARY PUBLIC acknowled ed hat he/she signed the instrument voluntarily for the purpose expressed in it. o —STATE OF FLORIDA 2 Comm#GG070413 s�NCE 19�� Expires 2/6/2021 [Personally Known Sig ture of Notary Public,gate of Florida [ ] Produced Identification(Type) H:\Applications&Forms\Word Documents\201801001 Right-of-Way Easement Permit Application.dou Revision Date:10/1/18 Impervious Surface Calculations % Formula Find Square Footage of the Following : \/House footprint Driveway All sidewalks and walkways A/C Pads c , r) (-IL4 de d) Detached Garage/Sheds n ci Pool Decking o 1 U Patios, terraces and/or decks +� Add the total square footage of the areas listed above then, divide the sum by the total lot area of property C41 CM 1 61 h M'1 . �SrLlj �� City of Atlantic Beach APPLICATION NUMBER Js Building Department ECE IVE .1 (To be assigned by the Building Department.) ` 800 Seminole Road �r Atlantic Beach, Florida 32233-5445EC 13 2013 O� Phone (904)247-5826 • Fax(904)2 , I Q J j• E-mail: building-dept@coab.us Date routed: U City web-site: http://www.coab.us BYE APPLICATION REVIEW AND TRACKING FORM Property Address: Z-7 Department review required Yes No }} r uildin Applicant: 1�d S� ( �, �j/y� L� tanning &Zonin (� Tree Administrator Project: &&o c"LC-_ 1`—Pm c l�`� is wor s ublic Utilities Public Safety Fire Services Review fee $ Dept Signature L ' 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 �J Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLI MON STATUS Reviewing Department First Review: [Approved. []Denied. ❑Not ap licable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: IZ!7- TREE ADMIN. Second Review: A roved as revi ed. ❑ pp ❑Denied. []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 �3 r City of Atlantic Beach sly PUBLIC UTILITIES DEPARTMENT 902 Assisi Lane "f Jacksonville, FL 32233 a !);S >r (904) 247-5834 � NEW WATER / SEWER TAP REQUEST Date Service Address ��+L<1 i1 A f i^!1 f1 66fl Chi or. I G Number of Units 1 Commercial Q_ Residential� Multi-Family M New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter FyA Size New Connection to City Sewer Applicant Name ' � '� s I LL �, Billing Address � I old j0� K vr,vI IIS `' �z Z s city � StateZip Phone 900 - I '"1 - 112- 1 Email Pou rokc diut hornf r. vain Applicant Signature ' CITY STAFF USE ONLY Application # F—E,5 [ g — 0 y Water System Development Charge $ [ s 1 y 0 • UU Sewer System Development Charge $ �t (� $O , 00 Water Meter Only $ bs• 0C) Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ 50 1 M Other $ TOTAL $ (0/0 , OO (Notes) APPROVED Date Public Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road 07 I Atlantic Beach, Florida 32233-5445 Phone (904)247-5826 • Fax(904)247-5845 1 ( Z l E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Z 14(q 0 Department review required Yes o } r uildin Applicant: l�C7 S*( e, (jM 1!C� lanning &Zonin (� Tree Administrator Project: &&o ( NC��C— 1`— flYyl c 1—Y FC wor s ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of TransportationV 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: PI( BUILDING LPL G & ZONING Reviewed by: / / �' Date: 12-P.2-LE TREE ADMIN. Second Review: gApproved as revised. ]Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: / FIRE SERVICES Third Review: ❑Approved as revised. ❑De ed. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. n 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: KES I g- G407 ❑ Revision to Issued Permit OR 14orrections to Comments Date: )'2- 2& s Project Address: 2� P"t I gnfi to cl� C4 Contractor/Contact Name: 00 1I{/ lLLC Contact Phone: � `t' 3� Cl I Email: OIffilm llrl dla 1 Jolbikluk a• (/SM Description of Proposed Revision/Corrections: —&Vrrttfi W,,( m A dG PVr PI Onr WW. OVA Mftf--T [1,(q-e-)__ r-n 42-7/1f I 4-n G VJ M AW)I h q affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Wi proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • roposed revision/corrections add additional increase in building value to original submittal? o ❑*Yes (additional increase in building value: $ ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) /N"Approved ❑ Denied ❑ Not Applicable to Department. Permit FeCue V.w Revision/Plan Review Comments 0 2018 Dt Review Required: _a Buildin Pfari'ning&Zoning Reviewed By Tree Administrator Public Works Public Utilities I Public Safety Date Fire Services Updated 10/17/18 CITY OF ATLANTIC BEACH , 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 J� BUILDING REVIEW COMMENTS Date: 12/27/2018 Permit M RES18-0407 Site Address: 527 ATLANTIC BEACH CT Review Status: denied REM 169505 1415 Applicant: Dostie Homes, LLC Property Owner: MICHAEL AND HOLLY IZARD Email: cdostie@dostiehomes.com, Email: MIZARD@METHUSELAHADVISORS.COM pcombs@dostiehomes.com Phone:9047399121 Phone: 2127500921 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. Corregtion Comments: . The spaces on the permit application titled Architect, Engineer Name &Phone#were left blank. Application it incomplete. Please return to the Building Department to complete application. 2 copies of the ICC-ES Evaluation Report are needed for the James Hardie Building Products. Attached to the product approval information sheets is a single page document from CREEK Technical Services, LLC, in regards to a metal roof panel. If a metal roof is to be installed or a partial metal roof, 2 copies of the manufacturer's installation instruction and the engineering need to be submitted and the FL # added to the original product approval sheets. The only thing noted on the product approval information sheets under Roof Metal is GAF's metal off-ridge vent. All non-shingled roofs go through plan review in the City of Atlantic Beach. 4. Outdoor optional kitchen will be required to meet receptacle requirements for interior kitchens as far as their spacing and amount needed based on countertop measurements and weather proof covers if needed. 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: 6M� i OFFICE COPY Building Permit Application Updated 10/9/18 City of Atlantic Beach Building Department "ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904) 247-5826 Fax: (904) 247-5845 Email: Building-Dept@coab.us IS REQUIRED. Job Address: "vacant"Atlantic Beach Dr. '74 7- �-ert Number: Legal Description Lot 24 Atlantic Beach Country Club Unit 2 PB 67, Pg 132-137 RE# 169505-1415 Valuation of Work(Replacement Cost)$440,502.00 Heated/Cooled SF 4,189 Non-Heated/Cooled 1,626 • Class of Work: mNew ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): QCommercial [-]Residential • If an existing structure, is a fire sprinkler system installed?: [ Yes ❑No • Will trees be removed in association with proposed romect? es must submit separate Tree Removal Permit ®No Describe in detail the type of work to be performed: Single Family Residence Florida Product Approval#See attached —for multiple products use product approval form Property Owner Information Name Michael and Holly Izard Address 1661 Atlantic Beach Dr. City Atlantic Beach State FL zip 32233 Phone (212) 750-0921 E-Mail mizard@methuselahadvisors.com Owner or Agent (If Agent, Power of Attorney or Agency Letter Required) n/a Contractor Information Name of Company Dostie Homes, LLC Qualifying Agent Christopher C. Dostie Address 9301 Old Kings Rd. S. City Jacksonville State FL zip 32257 Office Phone (904) 739-9121 Job Site Contact Number (904) 402-4137 State Certification/Re istration# CBC1258744 E-Mail pcombs@dostiehomes.com rchitect Name&Phone S CSU Yn Z s (61 Vr 0 C AAL►i 1-11 - --t 3 -q1 21 er's Name&Phone G G6l'i h I( 199 - 1080 ' 2- °/ Workers Compensation Insurer Southem-Owners Insurance Company OR Exempt ❑ Expiration Date 01/01/2019 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS, and AIR CONDITIONERS,etc. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts,state agencies, or federal agencies. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECOf ( jN Y UR OTJ E OF COMMENCEMENT. - (Signat, a of Owner or Agent) ' (Signature of Contractor) Signed and sworn to(or affirmed)before me this day of Signed and sworn to(or affirmed)before me this 16 day of NU\i �,O bDNA c.H iN u. zA fLo NbVtftW, , Rig by, C/ V)AV i MhLi L/tiC� (Signa ure o otary) (Signatur f Notary) .......... LAURA A INURE [ ]Personally Known OR _ Commisslon# F F 9431 78 ( ] Personally Known OR " '°.;�s LAURA A SNURE �f f� �a; My Commission Ex _ Commisslon# FF 943178 [ ]Produced Identificatio ;�,,,lo�," Aires [ ]Produced Identification f JonUOr 25, „o a; MY Commission Expires 2U20 Tv of I�onhifiro4in ,,.,,o°..�� OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW — OFFICE USE ONLY Applicable Codes: 6 1 Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft') F1 Non-Habitable Space (ft') �� c LAND INFORMATION: Zoning District LL Flood Zone �C Minimum FFE BUILDING INFORMATION: Construction Type V 0 Occupancy Group S:nc& r'aM ly Number of Stories o`L Max Occupancy Load Fire Sprinklers Required CONDITIONS/ COMMENTS: Rev. 2.7.2018 DOSTIEHOMES DATE:15-AUG-2018 LOT 24,ATLANTIC BEACH COUNTRY CLUB-UNIT TWO I INCH=30ft MAP BOOK:67 PAGE:132-137 20 0 10 20 40 CK' 9, 49 9LT C X640 3 ��— — N3 0 7 10 RRL O8.2 7.6 ro \ / 3536 PLAN / p) l m\ FIN.FLR.=9.80 0 �op TYPE"B° ^7 ENTRY 8.8 \ ' / 8.2 SITE PLAN NOTES: OVERHANG HENL HON IS REQUIREDWHTHE PROPERTY SS L[ / THAN ROOF PLAN FOR PROTECflON ION •� SEE ROOFPLANFORPRMAnO. �; •• LOCATIONS ANDINFORMAl10N. OVERHUNG PROTECHoN m NOT CC,, REQUOIFD POR THOS LOT ALL SIDEWALK ANO FLATWORK SO.T SHALL ATA MINIMUM,MEET FENS LatAtOx CURRENT DUVAL COUNTY ANDADA STANDARDS.CROSS SLOPES SHALL BE NO MORE THAN S%TFIE PORTION OP THE /Y� SMEWAOCWHI TRANSVERSES 1.4 SILT THROUGHTHEDRIVEWAYAPRON .IrM WIBK,AP FENCESHALLALSOMEETTH IS REQUUU2AENTALSO,Urn nus _ ka (METER BOXES,VALVES,ETC.) THE NOTX1 WITHIN7.7 N62O�6M�4,I AZp SSHALL7.5 SETBACKS ARE MEASURED TO THE FOUNDAnON WALL ]0%OF ALLTRFEEES4TOBE CANOPY ATLANTIC BEACH TREES.ONLY E BEOF ONE SPECIES THBSDZO "K" L FIDOCATEDOiFEMA COURT OD ZONE W. GRADING AWAY FROM"OUSE SHALL BE AMINIMUM OF 1% AREA TAB LOTS FJOTAL 13,771.00 LOT S.F_(FROM P.L.TO CURB—12Z) 443.00 HOUSE FOOTPRINT S.F. 4,521.00 DRIVEWAY S.F. 1,126.00 DRIVEWAY APRON S.F. 146.00 POOL/POOL HOUSE S.F 0.00 COMMUNITY SIDEWALK S.F. 0.00 HOUSE WALKWAY S.F. 0.00 PLANTING BEDS S.F-(ALLOWANCE 1,000.00 SOD S.F. 7,421.00 EASMENTS(NOT IN TREE CALLS.) 0 BUFFERS(NOT TO BE SODDED) 0 BUILDING COVERAGE 33% TOTAL LOT COVERAGE 41% rS' TillConstruction Site Management Plan Checklist City of Atlantic Beach Building Department 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us A construction site management plan conforming to the City of Atlantic Beach Code of Ordinances Sec. 6- 18 must be included with every permit. An approved Construction Site Management Plan must be posted on the job site and available for review. The Construction Site Management Plan must include the following information: 1. Parking plan: Parking plan showing how site will be accessed and all onsite and abutting street parking areas. 2. Location of construction trailers, loading/unloading area, and material storage area. 3. Location of chemical toilet area: Chemical toilets must be kept out of the City right-of-way and not further than 15 feet from structure under construction. 4. Location of dumpster: Dumpster must be from a City-approved waste company, in accordance with Chapter 16 of the City of Atlantic Beach Code of Ordinances. Dumpsters are to have tarp covers or rigid covers on windy days. Dumpsters must be removed prior to issuance of Certificate of Occupancy or Certificate of Completion. 5. Traffic control plan, showing access with dimensions, area to be stabilized, narrative on phasing of construction with adequate parking and delivery of materials. 6. Site cleanliness: Contractor must have the entire construction site cleaned by Friday of each week. This means removal of scrap lumber, concrete remnants, and other such construction debris including cans, metal, plastic, and paper. 7. Erosion and Sediment Control: Contractor must maintain all elements of the approved Erosion & Sediment Control Plan (silt fence, catch basin filters, etc.) until sod or other stabilization has been placed and approved by Public Works. 8. Other activities, where special conditions are identified by the Building Official. Failure to comply with the Construction Site Management Ordinance may result in a Stop Work Order being issued in accordance with City of Atlantic Beach Code of Ordinances Sec. 6-17 (b)(3). Updated 1019118 Lot 24 Atlantic Beach Country Club Izard Residence CONSTRUCTION SITE MANAGEMENT PLAN ❑ Parking plan: Use driveway area for parking. Access through Atlantic Beach Ct. ❑ Location of construction trailer: N/A (none onsite) ❑ Location of chemical toilet area: Please see attached site plan for location ❑ Location of dumpster: Please see attached site plan for location ❑ Traffic Control plan: Driveway to be used for parking and delivery of materials ❑ Erosion and Sediment Control: Silt fence will be used onsite around the property lines. OFFICE COPY ATLANTIC BEACH COUNTRY CLUB OWNERS ASSOCIATION, INC. 414 Old Hard Road, Suite 502 Fleming Island, Florida 32003 Office 904-264-6553 Facsimile 904 269-272 November 2, 2018 Mr. Samuel Clausen Vice President-Product Development Dostie Homes 9301 Old Kings Road South Jacksonville, FL 32257 RE: Architectural Submittal for Lot 24, Atlantic Beach Country Club Dear Sam, The Architectural Review Board has reviewed your revised architectural and landscape plans for the above referenced property and finds them to be compliant with the requested modifications. Construction is hereby authorized. Please refer to the Atlantic Beach Country Club Architectural Guidelines for additional requirements for construction times and authorized signage. Both documents may be accessed on the web at www.adanticbeachcounnyclub.com. If you have questions or need additional information, please do not hesitate to give me a call. Thank you, Sincerely, Susan Wood President Enclosures Doc # 2018060810 , OR BK 18315 Page 1010, Number Pages : 2 , Recorded 03/15/2018 08 : 04 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18 .50 DEED DOC ST $3080 . 00 OFFICE COPY Prepared by: Beth Murphy Richard T. Morehead Title&Escrow,Inc. 444 Third Street Neptune Beach,Florida 32266 File Number: 18132399 General Warranty Deed Made this March 13,2018 A.D.By Warren K. Anderson,Jr.and Sharon L.Anderson,husband and wife,whose post office address is:2029 N. 3rd Street,Jacksonville Beach,Florida 32250,hereinafter called the grantor,to Michael Izard and Holly Izard,husband and wife,whose post office address is: 1661 Atlantic Beach Drive,Atlantic Beach,Florida 32233,hereinafter called the grantee: (Whenever used herein the term"grantor"and"grantee"include all the parties to this instrument and the heirs,legal representatives and assigns of individuals, and the successors and assigns of corporations) Witnesseth,that the grantor,for and in consideration of the sum of Ten Dollars, ($10.00)and other valuable considerations, receipt whereof is hereby acknowledged,hereby grants,bargains,sells,aliens,remises,releases,conveys and confirms unto the grantee, all that certain land situate in Duval County,Florida,viz: Lot 24,Atlantic Beach Country Club Unit 2,a subdivision according to the plat thereof recorded at Plat Book 67, Pages 132 through 137, in the Public Records of Duval County,Florida. Parcel ID Number: 169505-1415 Together with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and to Hold, the same in fee simple forever. And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple;that the grantor has good right and lawful authority to sell and convey said land;that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except taxes accruing subsequent to December 31,2017. DEED Individual Warranty Deed-Legal on Face OR BK 18315 PAGE 1011 OFFICE COPY Prepared by: Beth Murphy Richard T.Morehead Title&Escrow,Inc. 444 Third Street Neptune Beach,Florida 32266 File Number: 18132399 In Witness Whereof, the said grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered in our presence: (Sea]) Warren K.Andersonr. ess Printed Name (� Address: 2029 N.3rd Street,Jacksonville Beach,Florida 32250 L 1�Cin r�. G�—^� (Seal) ` Sharon L.Anderson Witness Printed Name A)L b O ra L, Fe„�,��G.t Address: 2029 N.3rd Street,Jacksonville Beach,Florida 32250 State of Florida County of Duval The foregoing instrument was acknowledged before me this 13th day-of March, 201 , y arren K. Anderson, Jr. and Sharon L. Anderson,who is/are personally known to me or who has produced �JN� f ! as ide ification. _ Notar lic P • ame: My Commission Expires: ELIZABETH A MURPHY (� ,I MY COMMISSION#FF167953 EXPIRES November 20,2018 107 808.OItiI FloddafttaryServicexom DEED Individual Warranty Deed-Legal on Face OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 4189(3536+Bonus) Builder Name: Dostie Homes,LLC Street: Lot 24"vacant"Atlantic Beach Ct. Permit Office: Atlantic Beach City,State,Zip: Atlantic Beach, FL, 32233 Permit Number: Owner: Michael and Holly Izard Jurisdiction: 261000 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(5684.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood,Exterior R=19.0 5014.80 ft' b. Frame-Wood,Adjacent R=13.0 490.83 ft' 3. Number of units,if multiple family 1 c. Frame-Wood, Exterior R=13.0 178.33 ft' 4. Number of Bedrooms 4 d.N/A R= ft' 10.Ceiling Types (4302.2 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 3873.00 ft' 6. Conditioned floor area above grade(ft') 4189 b.Knee Wall(Vented) R=19.0 429.20 ft' Conditioned floor area below grade(ft') 0 c. N/A R= ft' 11.Ducts R ft' 7. Windows(599.6 sqft,) Description Area a. Sup:Attic, Ret:Attic,AH:Garage 6 215 a. U-Factor: Dbl,U=0.33 599.58 ft' b.Sup: Attic, Ret:Attic,AH:Garage 6 90 SHGC: SHGC=0.22 c.Sup:Attic, Ret:Attic,AH:Bonus Room 6 60 b. U-Factor: N/A ft' 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 46.0 SEER:14.00 b.Central Unit 17.6 SEER:14.00 c. U-Factor: N/A ft' c. Central Unit 17.6 SEER:14.00 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 46.0 HSPF:8.20 SHGC: b.Electric Heat Pump 17.6 HSPF:8.20 Area Weighted Average Overhang Depth: 5.955 ft, c.Electric Heat Pump 17.6 HSPF:8.20 Area Weighted Average SHGC: 0.220 14.Hot water systems 8. Floor Types (3963.0 sqft.) Insulation Area a.Natural Gas Tankless Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 3659.00 ft' b. Conservation features EF: 0.820 b.Raised Floor R=19.0 304.00 ft' None c. N/A R= ft' 15.Credits Pstat Glass/Floor Area: 0.143 Total Proposed Modified Loads: 112.77 PASS Total Baseline Loads: 125.00 1 hereby certify that the plans and specifications covered by Review of the plans and O� vOE 57.44 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. „-,,, ;;•;: ;;;.�= PREPARED BY: r�� Before construction is completedcc c� DATE: _-_ _ - 11-28.2018 this building will be inspected for a compliance with Section 553.908 . I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ bode. COp�yF C4J OWNER/ BUILDING OFFICIAL: DATE: S __ DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50(R402.4.1.2). 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: 4189(3536+Bonus) Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 4189 Lot# 24 Owner Name: Total Stories: 2 Block/Subdivision: Atlantic Beach #of Units: 1 Worst Case: No PlatBook: Builder Name: Dostie Homes,LLC Rotate Angle: 45 Street: Permit Office: Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: 261000 Whole House Fan: No City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 2986 29860 2 Block2 673 6730 3 Block3 530 4770 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2986 29860 Yes 3 3 1 Yes Yes Yes 2 Master Bedroom 673 6730 No 2 1 1 Yes Yes Yes 3 Bonus Room 530 4770 No 0 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 292 ft 0 3659 ft' --- 0 0 1 2 Raised Floor Bonus Room --- __ 304 ft' 19 0 0 1 ROOF Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 4082 ft2 0 ft2 Medium N 0.65 N 0.9 No 0 18.4 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 3873 ft' N N 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 30 Blown 3873 ft2 0.1 Wood 2 Knee Wall(Vented) Bonus Room 19 Batt 429.2 ft2 0.11 Wood WALLS V* nmt To Wall Typp Adjacent Space Cavity Width Height Sheathing Framing Solar Below P o 1 N=>NE Exterior Frame-Wood Master Bedro 19 158 10 10 0 1588.3 ft2 0 0.25 0.5 0 2 NE=>E Exterior Frame-Wood Main 19 4 3 10 0 42.5 ft2 0 0.25 0.5 0 3 E=>SE Exterior Frame-Wood Main 19 97 3 10 0 972.5 ft2 0 0.25 0.5 0 4 S=>SW Exterior Frame-Wood Main 19 157 2 10 0 1571.7 ft2 0 0.25 0.5 0 5 SW=>W Exterior Frame-Wood Main 19 5 8 10 0 56.7 ft2 0 0.25 0.5 0 6 W=>NW Exterior Frame-Wood Main 19 74 11 10 0 749.2 ft2 0 0.25 0.5 0 7 NW=>N Exterior Frame-Wood Main 19 2 10 12 0 34.0 ft2 0 0.25 0.5 0 8 -=>N Garage Frame-Wood Main 13 49 1 10 0 490.8 ft2 0 0.25 0.01 0 9 W=>NW Exterior Frame-Wood Bonus Room 13 17 10 10 178.3 ft2 0.23 0.5 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 =>N Insulated Main None .39 5 8 8 45.3 ft2 2 E=>SE Insulated Main None .46 6 8 48 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 45 degrees). Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 4.8 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 2 n=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 6.3 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 3 n=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 8.0 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 4 n=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 36.0 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 5 n=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 30.0 ft2 12 ft 0 in 2 ft 0 in Drapes/blinds None 6 n=>NE 1 Vinyl Low-E Double Yes 0.33 0.22 N 64.0 ft2 9 ft 0 in 2 ft 0 in Drapes/blinds None 7 s=>SW 4 Vinyl Low-E Double Yes 0.33 0.22 N 22.7 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 8 s=>SW 4 Vinyl Low-E Double Yes 0.33 0.22 N 16.0 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 9 s=>SW 4 Vinyl Low-E Double Yes 0.33 0.22 N 18.3 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 10 s=>SW 4 Vinyl Low-E Double Yes 0.33 0.22 N 54.0 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 11 sw-W 5 Vinyl Low-E Double Yes 0.33 0.22 N 17.5 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 12 w=>NW 6 Vinyl Low-E Double Yes 0.33 0.22 N 144.0 ft2 1 ft 7 in 2 ft 0 in Drapes/blinds None 13 W=>NW 6 Vinyl Low-E Double Yes 0.33 0.22 N 42.0 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 14 w=>NW 6 Vinyl Low-E Double Yes 0.33 0.22 N 128.0 ft2 14 ft 0 in 2 ft 0 in Drapes/blinds None 15 E=>SE 3 Vinyl Low-E Double Yes 0.33 0.22 N 8.0 ft2 9 ft 0 in 2 ft 0 in Drapes/blinds None 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 � 3 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 764 ft' 764 ft' 116ft 9f 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000439 4825.3 264.9 498.19 .2372 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:8.2 46 kBtu/hr 1 sys#1 2 Electric Heat Pump/ None HSPF:8.2 17.6 kBtu/hr 2 sys#2 3 Electric Heat Pump/ None HSPF:8.2 17.6 kBtu/hr 3 sys#3 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER: 14 46 kBtu/hr 1380 cfm 0.75 1 sys#1 2 Central Unit/ None SEER: 14 17.6 kBtu/hr 528 cfm 0.75 2 sys#2 3 Central Unit/ None SEER: 14 17.6 kBtu/hr 528 cfm 0.75 3 sys#3 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.82 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft' DUCTS —Supply-- —Return— Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 215 ft2 Attic 40 ftz Default Leakage Garage (Default) (Default) 1 1 2 Attic 6 90 ft' Attic 25 ftz Default Leakage Garage (Default) (Default) 2 2 3 Attic 6 60 ft' Attic 15 ftz Default Leakage Bonus Roo (Default) (Default) 3 3 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb Mar r Ma [X]Jun Jul [X]Auge Oct NN ov Dec HeatinJan Feb NMar Ap,r May [ ]Jun Jul [ ]Aug 4 SeP f Oct Nov Dec Ventin Jan Feb Mar [X] r [ Ma [ ]Jun [ Jul [ ]Au [ Se [X]Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft' 0 ft 0.3 Main Default(8 lbs/sq.ft. 0 ft' Oft 0.3 Master Bedroom Default 8 lbs/s .ft. 0 ft' Oft 0.3 Bonus Room 11/28/2018 6:29 PM EnergyGaugeO USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 4189(3536+Bonus) Builder Name: Dostie Homes, LLC Street: Lot 24"vacant'Atlantic Beach Ct. Permit Office: Atlantic Beach City, State,Zip: Atlantic Beach,FL, 32233 Permit Number: Y U Owner: Michael and Holly Izard Jurisdiction: 261000 w x Design Location: FL,Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit Ceiling/attic the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity 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 and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of 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 walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sorinkler cover plates and walls or ceil n— a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 90 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location&insulation level a) Supply ducts R 6.0 2. Single-family or multiple-family 2. Single-family b) Return ducts R 6.0 c)AHU location varies 3. No. of units (if multiple-family) 3. 1 4. Number of bedrooms 4. 4 13. Cooling system: Capacity 81.2 a) Split system SEER 5. Is this a worst case?(yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area (sq ft.) 6. 4189 d) Room unit/PTAC EER e) Other 14.0 7. Windows, type and area a) U-factor:(weighted average) 7a. 0.330 b) Solar Heat Gain Coefficient(SHGC) 7b. 0.220 14 Heating system: Capacity 81.2 c)Area 7c. 599.6 a) Split system heat pump HSPF b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-factor:(weighted average) 8a. NA d) Cas furnace, natural gas AFUE b) Solar Heat Gain Coefficient(SHGC) 8b. NA e)Gas furnace, LPG AFUE f) Other 8.20 9. Floor type, insulation level: a) Slab-on-grade(R-value) 9a. 0.0 b)Wood,raised (R-value) 9b. 19.0 15 Water heating system c) Concrete, raised (R-value) 9c. a) Electric resistance EF b) Gas fired. natural gas EF 0.82 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior: d) Solar system with tank EF 1. Wood frame (Insulation R-value) 10A1. varies e) Dedicated heat pump with tank EF 2. Masonry(Insulation R-value) 10A2. f) Heat recovery unit HeatRec% B.Adjacent: g) Other 1. Wood frame (Insulation R-value) 10B1. 13.0 2. Masonry(Insulation R-value) 1062. 16 HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a)Ceiling fans a) Under attic 11a. 30.0 b) Cross ventilation No b) Single assembly 11 b. c) Whole house fan No c) Knee walls/skylight walls 11c. 19.0 d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes 'Label required by Section R303.1.3 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. 12 jh Builder Signature Date: _ Address of New Home: Lot 24 "vacant" Atlantic Beach Ct. City/FL Zip: Atlantic Beach, FL - 11/28/2018 6:30:31 PM EnergyGauge®USA 6.0 02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261000 Permit#: Job Information Builder. Dostie Homes, LLC Community: Lot 24 Address. "vacant"Atlantic Beach Ct. City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ER/Method O PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding_r air changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2 O PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50)value, as shown on Form R405-2017(Performance)or R406-2017(ERI),section labeled as infiltration, sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ERI) 7 000 x 60 _ 41360 = Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans 1-1 PASS •Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals) Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7). Flonda Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g),or(i)o-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 thecode official Testing shall be performed at any time after creation of all penetrations of the building thermal envelope During testing. 1. Exterior windows and doors,fireplace and stove doors shall be closed but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake. makeup air back draft and flue dampers shall be 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 Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester. License/Certification#: _ Issuing Authority: 11/28/2018 6i29-55 PM EnergyGauget'USA 6.0 02(Rev 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods F7771-ot 24"vacant"Atlantic Beach Ct. Permit Number: Atlantic Beach , FL, 32233 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level(EPL)display card(Mandatory)The building official shall require that an energy performance level (EPL) El 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 Statutes)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.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code 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 R402A.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 0 R402.4.1 Building thermal enveld*n building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. ❑ R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1,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/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7), Florida 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 labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air IeakagdNindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 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 appliances 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 L/s)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. ❑ 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 or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. ❑ R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction 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 handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air 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(41°C) 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 temperature 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. El pipe Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return pipe shall be a 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 hot water within the occupancy.The controls shall automatically tum 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. 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 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 Y�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). El of Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ❑ R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be tumed 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 meet the criteria of Section R403.5.6.2.1. EJR403.5.6.2.1 Solar water-heating systems. 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 whole-house 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 or 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 space(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 of 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 heating and cooling calculation methodologies, 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 MAXIMU (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 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less El 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, ED shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. ❑ R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 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. 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 F] 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(Mandator%e energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS F1 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. R404A.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 11/28/2018 6:29 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 Manual S Compliance Report Job: + wrightsoft Date: 11-12-2018 2nd Floor By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 14004 Btuh Entering coil DB: 76.7°F Outdoor design WB: 77.0°F Latent gain: 1602 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 15607 Btuh Indoor RH: 50% Estimated airflow: 593 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0180000AO+FB4CNP018L Actual airflow: 593 cfm Sensible capacity: 12460 Btuh 89%of load Latent capacity: 5340 Btuh 333%of load Total capacity: 17800 Btuh 1141/6 of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 15635 Btuh Entering coil DB: 68.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0180000AO+FB4CNP018L Actual airflow: 593 cfm Output capacity: 17600 Btuh 113%of load Capacity balance: 31 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 593 cfm Output capacity: 2.3 kW 51%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. wrightsoft 201&-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 1 ...sZostieMantic Beach Country1ot 24W 189.rup Calc=10J8 Front Door faces:SW Manual S Compliance Report Job: W r igh tsoft Date: 11-12-2018 Living By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-96% Web:WWW.NOWFIFLOROMRCOM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 35657 Btuh Entering coil DB: 76.8°F Outdoor design WB: 77.0°F Latent gain: 5099 Btuh Entering coil WB: 63.6°F Indoor design DB: 75.0'F Total gain: 40756 Btuh Indoor RH: 50% Estimated airflow: 1533 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NBO480000AO+FB4CNP048L Actual airflow: 1533 cfm Sensible capacity: 32200 Btuh 90%of load Latent capacity: 13800 Btuh 271%of load Total capacity: 46000 Btuh 1131/6 of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 32.5'F Heat loss: 38987 Btuh Entering coil DB: 68.7°F Indoor design DB: 70.0'F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NBO480000AO+FB4CNP048L Actual airflow: 1533 cfm Output capacity: 45500 Btuh 117%of load Capacity balance: 30 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1533 cfm Output capacity: 8.1 kW 71%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. W 071[ Right-Suite®Universal 2018 18.0.11 RSUD9479 2018-Nov-1218:21:45 Page 2 _s\Dos6eWtlantic Beach Country\Lot 24W189.rup Calc=MJ8 Front Door faces:SW Manual S Compliance Report Job: wrightsoft Date: 11-12-2018 Master By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,A 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAACOM Project Information For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 15823 Btuh Entering coil DB: 76.9'F Outdoor design WB: 77.0°F Latent gain: 1805 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 17628 Btuh Indoor RH: 50% Estimated airflow: 593 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0180000AO+FB4CNP018L Actual airflow: 593 cfm Sensible capacity: 12460 Btuh 79%of load Latent capacity: 5340 Btuh 296%of load Total capacity: 17800 Btuh 101%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 16610 Btuh Entering coil DB: 68.6°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0180000AO+FB4CNP018L Actual airflow: 593 cfm Output capacity: 17600 Btuh 106%of load Capacity balance: 32 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 593 cfm Output capacity: 2.8 kW 58%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. wrfghtsoft 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSUD9479 Page 3 � � ...0osbeWtlantic Beach Country\Lot 24W189.rup Calc=MJ8 Front Door faces:SW Wrl9 Pro ect Summa Job: htsoft Date: 11-12-2018 2nd Floor By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Notes: Lot 24 Atlantic Beach Country Club Design Information Weather: Jacksonville/Intnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 13029 Btuh Structure 11670 Btuh Ducts 2606 Btuh Ducts 2334 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 15635 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 14004 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 931 Btuh Ducts 672 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft') 530 530 Equipment latent load 1602 Btuh Volume (ft) 6560 6560 Air changes/hour 0.46 0.25 Equipment Total Load (Sen+Lat) 15607 Btuh Equiv. AVF (cfm) 51 27 Req. total capacity at 0.70 SHR 1.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0180000A0 Cond CH14NB0180000A0 AHRI ref 9162108 Coil FB4CNP018L AHRI ref 9162108 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 12460 Btuh Heating output 17600 Btuh @47°F Latent cooling 5340 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.038 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0.25 in H2O Static pressure 0.25 in H2O Space thermostat Load sensible heat ratio 0.90 Capacity balance point=31 °F Backup: Input=2 kW, Output=7904 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r lghtsott 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 1 s\DostieVltlantic Beach Country\Lot 2444189.rup Calc=MJ8 Front Door faces:SW wrl9 Project Summa Job: htsoft Date: 11-12-2018 Living By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Notes: Lot 24 Atlantic Beach Country Club Design Information Weather: Jacksonville/Intnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 32489 Btuh Structure 29714 Btuh Ducts 6498 Btuh Ducts 5943 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 38987 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 35657 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2500 Btuh Ducts 2599 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ftz) 2986 2986 Equipment latent load 5099 Btuh Volume (ft') 28328 28328 Air changes/hour 0.22 0.12 Equipment Total Load (Sen+Lat) 40756 Btuh Equiv.AVF (cfm) 104 56 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0480000A0 Cond CH14NB0480000A0 AHRI ref 9162789 Coil FB4CNP048L AHRI ref 9162789 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 32200 Btuh Heating output 45500 Btuh @47-F Latent cooling 13800 Btuh Temperature rise 27 °F Total cooling 46000 Btuh Actual air flow 1533 cfm Actual air flow 1533 cfm Air flow factor 0.039 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.25 in H2O Static pressure 0.25 in H2O Space thermostat Load sensible heat ratio 0.87 Capacitybalance point=30°F Backup: Input=8 kW, Output=27670 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -+* wrightsof• 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Paget ...s\Dostie\Htlantic Beach Country\Lot 24\4189.rup Calc=MJ8 Front Door faces:SW Wrl9 Project Summa Job: htsoft Date: 11-12-2018 Master By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Pante Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTH FLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Notes: Lot 24 Atlantic Beach Country Club Design Information Weather: Jacksonville/Intnl., FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 13842 Btuh Structure 13186 Btuh Ducts 2768 Btuh Ducts 2637 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 16610 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 15823 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1127 Btuh Ducts 678 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft') 673 673 Equipment latent load 1805 Btuh Volume (ft') 6730 6730 Air changes/hour 0.35 0.19 Equipment Total Load (Sen+Lat) 17628 Btuh Equiv.AVF(cfm) 40 21 Req.total capacity at 0.70 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB0180000A0 Cond CH14NB0180000A0 AHRI ref 9162108 Coil FB4CNP018L AHRI ref 9162108 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 12460 Btuh Heating output 17600 Btuh @ 47°F Latent cooling 5340 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.037 cfm/Btuh Static pressure 0.25 in H2O Static pressure 0.25 in H2O Space thermostat Load sensible heat ratio 0.90 Ca pacity ba lance point= 32°F Backup: Input=3 kW, Output= 9627 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofR 2018-Nov-1218:21:45 SCD Right-Suite®Universal 2018 18.0.11 RSU09479 Page 3 ..s\DostleWtlantic Beach Country\Lot 24\4189.rup Calc=MJ8 Front Door faces:SW +�+ wrightsoft Right-J® Worksheet Job: 2nd Floor Date: 11-12-2018 By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,F132081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name 2nd Floor Bonus 2 Exposed wall 108.0 ft 64.0 ft 3 Room height 9.9 ft 10.0 ft heaUcool 4 Room dimensions 1.0 x 537.0 ft 5 Room area 665.0 ft' 537.0 ft' Ty Construction -value Or I HTM Area (f t') I Load Area (ft') I Load number (Btuh/ft'-'F (B t2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V► 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 �G 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 V� 12A-Osw 0.240 ne 9.00 7.25 190 136 1224 986 190 136 1224 986 C 1D-c2ow 0.570 ne 21.38 39.24 54 0 1154 2119 54 0 1154 2119 11 T� 12F-Osw 0.065 ne 2.44 1.24 20 20 49 25 0 0 0 0 1 D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 V� 12F-Osw 0.065 a 0.00 0.00 0 0 0 0 0 0 0 0 I_(' 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 9.00 7.25 140 140 1260 1015 140 140 1260 1015 12F-Osw 0.065 se 2.44 1.24 190 190 463 235 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2owd 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 9.00 7.25 40 40 360 290 40 40 360 290 W 12F-Osw 0.065 sw 2.44 1.24 155 155 378 191 0 0 0 0 W 12A-Osw 0.240 nw 9.00 7.25 270 270 2430 1957 270 270 2430 1957 12F-Osw 0.065 nw 2.44 1.24 54 54 132 67 0 0 0 0 10B-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 PI 12C Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 166-Oad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-38ad 0.026 0.98 1.40 128 128 125 179 0 0 0 0 C 1613-7ad 0.112 4.20 6.01 537 537 2255 3230 537 537 2255 3230 F 19A-Obscp 0.295 4.16 1.97 266 266 1105 525 266 266 1105 525 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 3211 1 1 1 321 Envelope loss/gain 10935 1113 9789 10442 12 a) Infiltration 2094 532 1265 322 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 13029 11670 11055 10763 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 82 43 14 Subtotal 13029 11670 11137 10807 15 Duct loads 20% 20% 2606 2334 20% 20% 2227 2161 lrooloadI 15931 1459 1350 I 549 12981Airreed�) 5 I I Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. _ r}+ w.ryl�teaott 2018-Nov-1218:21:45 Right-Suited Universal 2018 18.0.11 RSU09479 Pae 1 � � ..S\DostieWtlantic Beach CountrytLot 2444189.rup Calc=MJ8 Front Door faces:SW 9 -+{+ wrightsoft Right-.l® Worksheet Job: 2nd Floor Date: 11-12-2018 By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name Bath 4 Mech 2 Exposed wall 18.0 ft 3.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 12.0 x 6.0 ft 3.0 x 6.0 ft 5 Room area 72.0 ft' 18.0 ft' Ty Construction U-value Or HTM Area (f N) I Load ( Area (f t') Load number (Btuh/ft'-°F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 �{ 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 12A-Gsw 0.240 ne 9.00 7.25 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 11 T� 12F-Osw 0.065 ne 2.44 1.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2owd 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 V► 12F-0 sw 0.065 a 0.00 0.00 0 0 0 0 0 0 0 0 -G 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 9.00 7.25 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-0sw 0.065 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Gsw 0.240 sw 9.00 7.25 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 108 108 263 133 27 27 66 33 W 12A-0sw 0.240 nw 9.00 725 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 54 54 132 67 0 0 0 0 10B-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 P. 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 l -D 1100 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-Gad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.98 1.40 72 72 70 101 18 18 18 25 C 16B-7ad 0.112 4.20 6.01 0 0 0 0 0 0 0 0 F 19A-Obscp 0.295 4.16 1.97 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 101 1 1 10 Envelope loss/gain 465 301 1 1 83 58 12 a) Infiltration 320 81 53 14 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 785 382 137 72 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 -137 -72 14 Subtotal 785 382 0 0 15 Dud loads 20% 20% 157 76 20% 20% 0 0 ATotal room load001 ir required(cfm) I I 9361 4 58 191 I I 01 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -/* 2018-Nov-1218:21:45 �A Right-Suite®Universal 2018 18.0.11 RSU09479 page 2 s\DostieWtlantic Beach Country%Lot 24W189.rup Calc=MJ8 Front Door faces:SW + wrightsoft Righter Worksheet Job: 2nd Floor Date: 11-12-2018 By: Florida Air Service & Engineering Pian: 4189 150 Hilden Road 308,Ponte Vedra,F132081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name Loft 2 Exposed wall 23.0 ft 3 Room height 10.0 ft heat/cool 4 Room dimensions 2.0 x 19.0 ft 5 Room area 38.0 ft' Ty Construction U-value or HTM I Area (f t') ( Load I Area ( Load number (Btuh/ft'-°F (Btuhlft') or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross WP/S Heat Cool 6 V► 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 C, 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 VY 12A-Osw 0.240 ne 9.00 7.25 0 0 0 0 � C, 1 D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 11 1� 1217-0sw 0.065 ne 2.44 1.24 20 20 49 25 1 D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 1 D-c2av 0.570 ne 0.00 0.00 0 0 0 0 1 Dc2owd 0.570 ne 0.00 0.00 0 0 0 0 VY 12F-0sw 0.065 a 0.00 0.00 0 0 0 0 -G 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 W 12A-Osw 0.240 se 9.00 7.25 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 190 190 463 235 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 1 D-c2owd 0.570 se 0.00 0.00 0 0 0 0 W 12F-Osw 0.065 s 0.00 0.00 0 0 0 0 W 12A-Osw 0.240 sw 9.00 7.25 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 20 20 49 25 W 12A-Osw 0.240 nw 9.00 7.25 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 0 0 0 0 1013-w 0.600 nw 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 P12C-Osw 0.091 - 0.00 0.00 0 0 0 0 � 1100 0.390 n 0.00 0.00 0 0 0 0 C 16B-Gad 0.408 0.00 0.00 0 0 0 0 C 168-38ad 0.026 0.98 1.40 38 38 37 53 C 1613-7ad 0.112 4.20 6.01 0 0 0 0 F 19A-Obscp 0.295 4.16 1.97 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 61 c)AED excursion 1 0 Envelope loss/gain 1 598 337 12 a) Infiltration 455 116 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal(lines 6 to 13) 1052 453 Less external load 0 0 Less transfer 0 0 Redistribution 55 29 14 Subtotal 1107 482 15 Duct loads 20% 20% 221 96 Av tarel qu i ed(cfm) I I I om load 13501 578 241 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -Vj-V w6-60"tsoTt 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Pae 3 ...stDostieWtlantic Beach CountrytLot 24b4189.rup Calc=MJ8 Front Door faces:SW 9 + wrightsoft Righter Worksheet Job: Living Date: 11-12-2018 y Florida Air Service & Engineering FBla:n: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name Living Laundry 2 Exposed wall 201.9 ft 8.0 ft 3 Room height 10.7 ft 10.0 ft heat/cool 4 Room dimensions 12.0 x 8.0 ft 5 Room area 2654.5 f t' 96.0 f t' Ty Construction U-value Or HTM Area (f t') Load Area (ft') Load number (Btuh/ft'-°F (Btuh/ft') I or perimeter (ft) I (Btuh) I or peimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 V► 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 I� 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 1/� 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 G 1 D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 1� 12F-Osw 0.065 ne 2.44 1.24 551 327 797 404 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 54 0 1154 2119 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 42 0 898 1648 0 0 0 0 1D-c2owd 0.570 ne 21.38 39.24 128 0 2736 5022 0 0 0 0 12F-Osw 0.065 a 2.44 1.24 34 14 34 17 0 0 0 0 t-G 1D-clow 0.570 a 21.38 25.57 20 16 428 511 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 344 250 609 309 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 21.38 18.20 30 30 641 546 0 0 0 0 1 D-c2owd 0.570 se 21.38 18.20 64 64 1368 1165 0 0 0 0 W 12F-Osw 0.065 s 2.44 124 42 42 103 52 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 412 412 1004 509 0 0 0 0 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 778 690 1681 852 80 62 150 76 10B-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 16 0 342 628 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 18 0 393 722 18 0 393 722 1D-c2ow 0.570 nw 21.38 39.24 54 0 1154 2119 0 0 0 0 R 12C-Osw 0.091 - 3.41 1.39 401 356 1214 495 120 120 409 167 11 DO 0.390 n 14.62 11.78 45 45 663 534 0 0 0 0 C 16B-Oad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-38ad 0.026 0.98 1.40 1265 1265 1233 1766 96 96 94 134 C 1613-7ad 0.112 4.20 6.01 1018 1018 4274 6120 0 0 0 0 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 2655 202 7489 0 96 8 297 0 61 c)AED excursion 1 0 245 Envelope loss/gain 28215 25537 1343 1344 12 a) Infiltration 4274 1087 158 40 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/other 2400 1200 Subtotal(lines 6 to 13) 32489 29714 1501 2584 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 266 133 14 Subtotal 32489 29714 1787 2717 15 Duct loads 20% 20% 6498 5943 20% 20% 357 543 Total room load 1 38987 35657 1 1 21441 3261 Air required(cfm) 1533 1533 84 140 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Nov-1218:21:45 Right-Suite®Universal 201818.0.11 RSU09479 Page._s\Dosfie\Atlantic Beach Country\Lot 24\4189.rup Calc=MJ8 Front Door faces:SW 4 -F}+ wrightsoft Right-M Worksheet Job: Living Date: 11-12-2018 By: Florida Air Service & Engineering Flan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTH FLORIDAAIR.COM 1 Room name Bed 4 WIC 4 2 Exposed wall 14.0 ft 0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 13.0 x 12.0 ft 4.0 x 5.0 ft 5 Room area 156.0 fN 20.0 ft' Ty Construction U-value Or HTM Area (f t') Load Area (ft') Load number (Btuh/ft'-°F (Btuh/fN) or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Ccol 6 try 12F-0sw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 �{ 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 1 12A-0sw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 -- 1D-clow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 12F-0sw 0.065 ne 2.44 1.24 0 0 0 0 0 0 0 0 1Dc2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 V► 12F-0sw 0.065 a 2.44 1.24 0 0 0 0 0 0 0 0 -G 1D-clow 0.570 a 21.38 25.57 0 0 0 0 0 0 0 0 W 12A-0sw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-0sw 0.065 se 2.44 1.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 W 12F-0sw 0.065 s 2.44 1.24 0 0 0 0 0 0 0 0 W 12A-0sw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-0sw 0.065 sw 2.44 1.24 20 20 49 25 0 0 0 0 W 12A-0sw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 120 102 249 126 0 0 0 0 1OB-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 18 0 385 706 0 0 0 0 R 12C-0sw 0.091 - 3.41 1.39 0 0 0 0 0 0 0 0 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 16B-Oad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.98 1.40 0 0 0 0 20 20 20 28 C 16B-7ad 0.112 4.20 6.01 156 156 655 938 0 0 0 0 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 156 14 519 0 20 0 0 0 61 c)AED excursion 1 1 2461 1 1 12 Envelope loss/gain 1 1857 2041 1 1 20 26 12 a) Infiltration 277 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 2133 2342 20 26 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 7 9 286 133 14 Subtotal 2140 2351 305 159 115 Duct loads 20% 20% 428 470 20% 20% 61 32 l I Aiirrrelqui d(�) I rom load 256 28211 I I 3641 1981 Calculations aDoroved by ACCA to meet all requirements of Manual J 8th Ed. wr�ght�coit Right-SuiteUniversal 2018-Nov-1218:21:45Universal 2018 18.0.11 RSU09479 Page 5 ...stDosbe\Abantic Beach CountrylLot 24l4189.rup Calc=MJ8 Front Door faces:SW -+}+- wrightsoft Right-J® Worksheet Job: Living Date: 11-12-2018 By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name Powder Bath 3 2 Exposed wall 0 ft 11.0 It 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 4.0 x 7.0 ft 1.0 x 73.0 ft 5 Room area 28.0 ft' 73.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area If t') Load number (Btuh/ft'-'F (Bt uh/ft2) or perimeter (ft) (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 L-G 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 V(I 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 t G 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 12F-Osw 0.065 ne 2.44 1.24 0 0 0 0 20 20 49 25 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 TE� 1 D-c2owd 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 V► 12F-Osw 0.065 a 2.44 1.24 0 0 0 0 0 0 0 0 L-G 1 D-c2ow 0.570 a 21.38 25.57 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 2.44 1.24 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 0 0 0 0 20 20 49 25 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 0 0 0 0 70 62 151 77 10B-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 8 0 171 314 1D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 PI 12C-Osw 0.091 - 3.41 1.39 0 0 0 0 0 0 0 0 L-p 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 1613-Oad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.98 1.40 28 28 27 39 73 73 71 102 c 16B-7ad 0.112 4.20 6.01 0 0 0 0 0 0 O 0 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 28 0 0 0 73 11 408 0 61 c)AED excursion 1 1 -31 1 1 148 Envelope loss/gain 27 37 899 690 12 a) Infiltration 0 0 218 55 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 1 27 37 1116 745 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 257 126 12 16 14 Subtotal 284 163 1129 761 15 Duct loads 20% 20% 57 33 20% 20% 226 152 AirTota relquiired(cfm) I I load 313 1981 I I 13541 9391 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. w r IIgtt�t-c V t 2018-Nov-12 18:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page6 ACS A ...stDostieWtlantic Beach Country\Lot 24W189.rup Calc=MJ8 Front Door faces:SW - wrightsoft Right-J® Worksheet Job: Living Date: 11-12-2018 By: Florida Air Service & Engineering Flan: 4189 150 Hilden Road 308,Pante Vedra,FI 32081 Phone:904-823-9696 Web:WWW NORTHFLORIDAAIR.COM 1 Room name Bed 3 Mud 2 Exposed wall 14.0 ft 8.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heaUcool 4 Room dimensions 1.0 x 168.0 ft 1.0 x 111.0 ft 5 Room area 168.0 ft' 111.0 ft, Ty construction U-value Or I HTM I Area (ft.) I Load I Area (ft2) Load number Btuh/ft2-'F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V► 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 -G 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 t 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 C, 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1112F-Osw 0.065 ne 2.44 1.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2owd 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 V� 12F-0sw 0.065 a 2.44 1.24 0 0 0 0 0 0 0 0 1-G 1D-clow 0.570 a 21.38 25.57 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 1217-0sw 0.065 se 2.44 1.24 0 0 0 0 80 80 195 99 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 W 12F-0sw 0.065 s 2.44 124 0 0 0 0 0 0 0 0 W 12A-Dsw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 140 122 297 151 0 0 0 0 108-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 nw 21.38 39.24 18 0 385 706 0 0 0 0 PI 12C-0sw 0.091 - 3.41 1.39 0 0 0 0 80 57 196 80 l -D 11D0 0.390 n 14.62 11.78 0 0 0 0 23 23 331 267 c 1613-0ad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 c 1613-38ad 0.026 0.98 1.40 0 0 0 0 111 111 108 155 c 1613-7ad 0.112 4.20 6.01 168 168 706 1010 0 0 0 0 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 3709 0.00 168 14 519 0 111 8 297 0 61 c)AED excursion 1 1 241 -41 Envelope loss/gain 1907 2109 1127 559 12 a) Infiltration 277 70 158 40 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Q 230 1 230 0 0 Applianceslother 0 0 Subtotal(lines 6 to 13) 2184 2409 1285 600 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 7 9 -1285 -600 14 Subtotal 2191 2418 0 0 15 Duct loads 20% 20% 438 484 20% 20% 0 0 Air Tota requi ed(cfm)I ad I I 262031 29251 I I O I 01 O Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. �}►- wr�g��raoTt 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 7 .K A ...stDost lantic Beach Country\Lot 2444189.rup Calc=MJ8 Front Door faces:SW ;o m ; i iDy 2 a° O° "o o ° 3 �3 J m �)G L�G�LIG 3 3 33 p QaN m Q m D _ o hr E xa. 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O d CDo �000000N mmaoo 0 o ma00000 om moom o000 � _ arr c < ao poppo�+o;��mmo 0 OO,��0000 9-4 Oopopo _ go 3 $O oSpVp tDA AS 8.$i CCsSSg:$vtwkkAO 0000 m 8cn D a > cn� 3 e o ° ..o00000.00000000000 co 3� o o A A 3. v wN m o + n a° rnoomoo�''0000mo�o0000000000000000000 00 Q C 3 + O A O CD O W V V OWo fVp tNp O� V r W A O)m 0 0 0 OD o o t0 W O O O O W O O O O V O O O O O O O O 0 O 0 O 0 O O O O O O O O Q cn O � O f0 +V V (O{JJT� N NWW MtW0 0 0 0 0 O O O2 A N C SS7 Co) O y L N l d N N V w co 0 o 0000000000000000000000000000000000 0" o o �W 0 ffl a � s N N l O O x j e 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M = c j 0 m N N N O O ca O 00 r o0 00�0o m oo m 000m00000000000000000000000000000o e& m + m � 00 oomoo m 00 00 � m 000rn000000000000000000000000000000 m — + wrightsoft Right-M Worksheet Job: Living Date: 11-12-2018 B : Florida Air Service & Engineering Pran: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR COM 1 Room name Pantry Kitchen 2 Exposed wall O ft O ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 4.0 x 5.0 ft 1.0 x 234.0 ft 5 Room area 20.0 ft' 234.0 fN Ty Construction U-value Or HTM Area (f t') I Load I Area (f t') I Load number (Btuh/ft'-°F (Bt uh/fN) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12F-Osw 0.065 n 0.00 0.00 0 0 0 0 0 0 0 0 L-C 1 D-c2ow 0.570 n 0.00 0.00 0 0 0 0 0 0 0 0 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 T--, 1D-clow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 � 12F-Osw 0.065 ne 2.44 1.24 0 0 0 0 0 0 0 0 1Dc2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1Dc2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2owd 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 V► 12F-osw 0.065 a 2.44 1.24 0 0 0 0 0 0 0 0 �{ 1 D-c2ow 0.570 a 21.38 25.57 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 21.38 18.20 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 2.44 124 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 0 0 0 0 0 0 0 0 108-w 0.600 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 21.38 39.24 0 0 0 0 0 0 0 0 PL-D 12C-Osw 0.091 - 3.41 1.39 0 0 0 0 0 0 0 0 11 DO 0.390 n 14.62 11.78 0 0 0 0 0 0 0 0 C 168-0ad 0.408 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.98 1.40 20 20 20 28 0 0 0 0 C 166-7ad 0.112 4.20 6.01 0 0 0 0 234 234 983 1407 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 20 0 0 0 234 0 0 0 61 c)AED excursion 1 -2 -167 Envelope loss/gain 20 26 983 1240 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1200 Subtotal(lines 6 to 13) 20 26 983 2440 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 12 16 21 28 14 Subtotal 32 43 1004 2468 15 Duct loads 20% 20% 6 9 20% 20% 201 494 1 Total room load I 1 1 381 51 1 12051 29621 Air required(cfm) 1 2 47 127 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Pae 10 ...s0osbeWtlantic Beach CountrytL.ot 2444189.rup Calc=MA Front Door faces:SW g MS:s9oe)jooO 1uoj j SrW=oleO dru'68417\17Z IO-RA4u-O!peas olluepV\apsop\S"' LaBeL d 6L1760nSd 1.1.'0'81.BLOZ IeSJa^lun®al!nS-14Bib -� S17:LZ:8LZL-A0N-81.0Z M -!� P3 4j8 r lenueyy jo sluawaip a pe Iaaw oa VOOV Aq Pana a suoppoleo aE 6Z 98 OL (wyo)Pajmbai nV 0171, I LZL Z861. 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3.41 1.39 33 10 35 14 11 DO 0.390 n 14.62 11.78 23 23 331 267 C 166-Gad 0.408 0.00 0.00 0 0 0 0 C 166-38ad 0.026 0.98 1.40 0 0 0 0 C 16B-7ad 0.112 4.20 6.01 194 194 815 1167 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 566 21 779 0 61 c)AED excursion 1 -431 Envelope loss/gain 4947 6167 12 a) Infiltration 457 116 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal(lines 6 to 13) 5404 6283 Less external load 0 0 Less transfer 0 0 Redistribution 9 12 14 Subtotal 5413 6294 15 Duct loads 20% 20% 1083 1259 I 1 Total room load 1 1 1 6496 75531 1 I 1 Air required(cfm) 255 325 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. l.t w��ghtrott Right-SuiteUniversal 2018-Nov-12 18:21:45Universal 2018 18.0.11 RSU09479 Page 13 ...stDoshe\Attantic Beach Country\Lot 2441189.rup Calc=MJ8 Front Door faces:SW + wrightsoft Righter Worksheet Job: Master Date: 11-12-2018 By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name Master Toilet 2 Exposed wall 82.6 ft 7.0 ft 3 Room height 10.0 ft 10.0 ft heat/cool 4 Room dimensions 3.0 x 6.0 ft 5 Room area 673.0 ft' 18.0 ft' Ty Construction U-value Or I HTM I Area (f N) I Load I Area (f N) I Load number (Btuh/f t'-°F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool j Gross I N/P/S j Heat I Cool j Gross N/P/S j Heat Cool 6 Vtl 12F-Osw 0.065 n 2.44 1.24 57 39 95 48 0 0 0 0 L� 1D-clow 0.570 n 21.38 18.20 18 0 374 318 0 0 0 0 V� - 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 _ 3 1D-clow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 1� 12F-Osw 0.065 ne 2.44 1.24 120 84 205 104 0 0 0 0 1D-c2ow 0.570 ne 21.38 39.24 36 0 770 1413 0 0 0 0 1 D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12F-Osw 0.065 a 0.00 0.00 0 0 0 0 0 0 0 0 G 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 450 395 962 488 60 52 127 64 1 D-c2ow 0.570 se 21.38 32.78 5 2 103 157 0 0 0 0 1D-c2ow 0.570 se 21.38 32.78 6 2 137 210 0 0 0 0 1 D-c2ow 0.570 se 21.38 38.15 8 1 171 305 8 1 171 305 1 D-c2ow 0.570 se 21.38 39.34 36 4 770 1416 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 30 30 73 37 10 10 24 12 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 170 147 359 182 0 0 0 0 108-w 0.600 nw 22.50 21.37 23 0 510 484 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D--20w 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 Fj 12C-Osw 0.091 - 3.41 1.39 90 90 307 125 0 0 0 0 -D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 166-Oad 0.408 15.30 21.91 163 163 2494 3571 0 0 0 0 C 16B-38ad 0.026 0.98 1.40 66 66 64 92 18 18 18 25 C 16B-7ad 0.112 4.20 6.01 417 417 1751 2508 0 0 0 0 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 673 83 3063 0 18 7 260 0 6 c)AED excursion 1 1 8,511 1 1 1 ___2L28] Envelope loss/gain 1 12208 12310 1 1 599 635 12 a) Infiltration 1634 416 138 35 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 13842 13186 738 670 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 13842 13186 738 670 15 Duct loads 20% 20% 2768 2637 20% 20% 148 134 Total room load 1 165931 155931 1 1 8321 8301 Air required(cfm) Calculations awroved by ACCA to meet all requirements of Manual J 8th Ed. -44- 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 14 s\DostieWtlantic Beach Country\Lot 2444189.rup Calc=MJ8 Front Door faces:SW -+}+- wrightsoft Right-J® Worksheet Job: Master Date: 11-12-2018 By: Florida Air Service & Engineering Flan: 4189 150 Hilden Road 308,Porte Vedra,FI 32081 Phone:904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM 1 Room name M Bath Hers 2 Exposed wall 12.0 ft 10.0 It 3 Room height 10.0 ft heat/caol 10.0 It heat/cool 4 Room dimensions 1.0 x 163.0 ft 1.0 x 64.0 ft 5 Room area 163.0 ft' 64.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/f t'-°F (Btuh/f t') or perimeter (ft) (Btuh) ( or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V► 12F-Osw 0.065 n 2.44 1.24 0 0 0 0 0 0 0 0 C 1D-c2ow 0.570 n 21.38 18.20 0 0 0 0 0 0 0 0 V� 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 L-G 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 � 12F-Osw 0.065 ne 2.44 1.24 0 0 0 0 10 10 24 12 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 0 0 0 0 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 1D-c2owd 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 V► 12F-Osw 0.065 a 0.00 0.00 0 0 0 0 0 0 0 0 -G 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 2.44 1.24 100 89 216 110 90 90 219 111 1 D-c2ow 0.570 se 21.38 32.78 5 2 103 157 0 0 0 0 1D-c2ow 0.570 se 21.38 32.78 6 2 137 210 0 0 0 0 1 D-c2ow 0.570 se 21.38 38.15 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 21.38 39.34 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 20 20 49 25 0 0 0 0 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-Osw 0.065 nw 2.44 1.24 0 0 0 0 0 0 0 0 1OB-w 0.600 nw 22.50 21.37 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2cw 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 - 3.41 1.39 90 90 307 125 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-Oad 0.408 15.30 21.91 163 163 2494 3571 0 0 0 0 C 166-38ad 0.026 0.98 1.40 0 0 0 0 0 0 0 0 C 166-7ad 0.112 4.20 6.01 0 0 0 0 64 64 269 385 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 163 12 445 0 64 10 371 0 61 c)AED excursion 1 1 309 -1 Envelope loss/gain 3751 4507 883 507 12 a) Infiltration 237 60 198 50 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines filo 13) 3988 4568 1081 557 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3988 4568 1081 557 15 Duct loads 20% 20% 798 914 20% 20% 216 111 TtaAiirr rel qui I aded(cfm) I I 4181 761 52051 I I 12461 6251 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _44- wr Sgo"It It 2018-Nov-1218:21:45 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 15 ...sOosbe\Abantic Beach CountrylLot 2444189.rup Calc=MJ8 Front Door faces:SW +++ wrightsoft Righter Worksheet Job: Master Date: 11-12-2018 y Florida Air Service & Engineering Psla:n: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904-823-9696 Web.WWW.NORTHFLORIDAAIR.COM 1 Room name His Master Bed 2 Exposed wall 0 ft 53.6 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 75.0 ft 1.0 x 353.0 ft 5 Room area 75.0 fN 353.0 ft' Ty Construction U-value Or HTM Area (f N) Load Area (f N) Load number Btuh/ft' °F (Btuh/ft') or perimeter (ft) (ft) I (Btuh) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Coo! 6 12F-Osw 0.065 n 2.44 1.24 0 0 0 0 57 39 95 48 I� 1D-claw 0.570 n 21.38 18.20 0 0 0 0 18 0 374 318 V� 12A-Osw 0.240 ne 0.00 0.00 0 0 0 0 0 0 0 0 L-G 1D-clow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 111 2F-0 0.065 ne 2.44 1.24 0 0 0 0 110 74 180 91 1D-c2ow 0.570 ne 21.38 39.24 0 0 0 0 36 0 770 1413 1D-c2ow 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 VL� 1D-c2owd 0.570 ne 0.00 0.00 0 0 0 0 0 0 0 0 V► 12F-Osw 0.065 a 0.00 0.00 0 0 0 0 0 0 0 0 L_G 1 D-c2ow 0.570 a 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 se 0.00 0.00 0 0 0 0 0 0 0 0 12F-0sw 0.065 se 2.44 1.24 0 0 0 0 200 164 400 203 1 D-c2ow 0.570 se 21.38 32.78 0 0 0 0 0 0 0 0 1D-c2 ow 0.570 se 21.38 32.78 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 se 21.38 38.15 0 0 0 0 0 0 0 0 1D-c2ow 0.570 se 21.38 39.34 0 0 0 0 36 4 770 1416 1D-c2ow 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2owd 0.570 se 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 12F-Osw 0.065 sw 2.44 1.24 0 0 0 0 0 0 0 0 W 12A-Osw 0.240 nw 0.00 0.00 0 0 0 0 0 0 0 0 12F-0sw 0.065 nw 2.44 1.24 0 0 0 0 170 147 359 182 1013-w 0.600 nw 22.50 21.37 0 0 0 0 23 0 510 484 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 1 D-c2ow 0.570 nw 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 - 3.41 1.39 0 0 0 0 0 0 0 0 11D0 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-Oad 0.408 15.30 21.91 0 0 0 0 0 0 0 0 C 1613-38ad 0.026 0.98 1.40 48 48 47 67 0 0 0 0 C 1615-7ad 0.112 4.20 6.01 0 0 0 0 353 353 1483 2123 F 19A-Obscp 0.295 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 37.09 0.00 75 0 0 0 353 54 1987 0 61 c)AED excursion 101 1 1 1 315 Envelope loss/gain 1 47 67 1 1 6927 6594 12 a) Infiltration 0 0 1061 270 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 0 Subtotal(lines 6 to 13) 47 67 7988 7324 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 47 67 7988 7324 15 Dud loads 20% 20% 9 13 20% 20% 1598 1465 AirTota reqdl(c") I I oad 521 831 I I 93421 83291 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -4- 2018-Nov-1218:21:45 e Right-Suite®Universal 2018 18.0.11 RSU09479 Page 16 ytLot 2441189.rup Calc=MJ8 Front Door faces:SW stDostieWtiantic Beach Countr N 1st Floor Comfort 173 2x12 113 _ Y1 ._ �. i7' - - - Bath 2 ----- Master Bed dm 180 dm 7 Nook 171 dm 171 6• Bed 2 85 5 7• 7•Hers 1a• His 4- 46 3 dlel Bed 3 Kitchen Gathering 7 12' 125 127 dm 6• M Bath 5 dm 1 7P ncry 162 dm 7�162 dm 7' I In 2d Hall 16' 4• _ 6' 21 1 0 x 10 4• 3 93 dm 38 dm �103 do� y 6 ewder 1Foyer ` 5 dm 4' Bed Dining Office Garage 2 u 1z• 20 18• La ndry 14), Mud 2 . Job#: Florida Air Service I& Engineering Scale: 1 : 139 Performed for: Page 1 Dostie Homes,LLC 150 Hilden Road 308 RightSuite®Universal 2018 9301 old Kings Road South Pointe Vedra,FI 32081 18.0.11 RSU09479 Jacksonville,FI 32257 Phone:904-823-9696 2018-Nov-12 18:22:33 WWW.NORTHFLORIDAAIR.COM ...ic Beach Country%Lot 24WI39.rup 2nd Floor Anu n 0 If" Bath 4m Job M Florida Air Service & Engineering Scale: 1 : 139 Performed for: Page 2 Dostie Homes,LLC 150 Hilden Road 308 RightSuite®Universal 2018 9301 Old Kings Road South Ponte Vedra,FI 32081 18.0.11 RSU09479 Jacksonville,FI 32257 Phone:904-823-9696 2018-Nov-12 18:22:33 WWW.NORTHFLORIDAAIR.COM ...ic Beach Country\Lot 24\4189.rup 9 Duct System Summa Job: Wrl htsoft Date: 11-12-2018 2nd Floor By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone.904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Heating Cooling External static pressure 0.25 in H2O 0.25 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.25 in H2O 0.25 in H2O Supply/return available pressure 0.194/0.056 in H2O 0.194/0.056 in H2O Lowest friction rate 0.100 in/100ft 0.100 in/100ft Actual air flow 593 cfm 593 cfm Total effective length(TEL) 147 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 4 h 942 36 19 0.100 4.0 Ox 0 VIFx 20.8 90.0 SO Bonus c 4323 169 183 0.100 7.0 Ox 0 VIFx 14.5 90.0 SO Bonus-A c 4323 169 183 0.100 7.0 Ox 0 VIFx 23.6 90.0 stl Bonus-B c 4323 169 183 0.100 7.0 Ox 0 VIFx 16.4 90.0 stl Loft h 1329 50 24 0.100 4.0 0x0 VIFx 18.9 90.0 SO Supply • Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk SO Peak AVF 593 593 0.100 555 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 rsb2 ox 0 593 593 33.0 0.080 555 14.0 Ox 0 VIFx Bold/italic values have been manually overridden wrightsoft 2018-Nov-1218:21:47 Right-Suite®Universal 2018 18.0.11 RSU09479 Page 1 1 A ._s\Dosbe\Atlantic Beach Country\Lot 24b4189.rup Calc=MJ8 Front Door faces:SW 9 Duct System Summa Job. Wrl htsoft Date: 11-12-2018 Living By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone.904-823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project • • For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Heating Cooling External static pressure 0.25 in H2O 0.25 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.25 in H2O 0.25 in H2O Supply/return available pressure 0.179/0.071 in H2O 0.179/0.071 in H2O Lowest friction rate 0.100 in/100ft 0.100 in/100ft Actual air flow 1533 cfm 1533 cfm Total effective length(TEL) 273 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 C 740 29 32 0.100 4.0 Ox 0 VIFx 60.9 130.0 st8 Bath 3 h 1354 53 39 0.100 4.0 Ox 0 VIFx 25.0 90.0 st4 Bed 2 C 1982 70 85 0.100 6.0 Ox 0 VIFx 56.2 130.0 st8 Bed 3 C 2902 103 125 0.100 6.0 0x 0 VIFx 36.2 110.0 st7 Bed 4 c 2821 101 121 0.100 6.0 Ox 0 VIFx 20.1 90.0 st4 Comfort h 4408 173 135 0.100 7.0 Ox 0 VIFx 65.4 130.0 st8 Comfort-A h 4408 173 135 0.100 7.0 Ox 0 VIFx 62.0 130.0 st8 Dining h 2373 93 38 0.100 6.0 Ox 0 VIFx 48.9 110.0 st6 Foyer h 958 38 13 0.100 4.0 ox 0 VIFx 44.5 110.0 st6 Gathering C 3777 128 162 0.100 7.0 Ox 0 VIFx 44.4 110.0 st6 Gathering-A C 3777 128 162 0.100 7.0 Ox 0 VIFx 51.1 110.0 st6 Kitchen C 2962 47 127 0.100 6.0 Ox 0 VIFx 35.6 110.0 st7 Laundry C 3261 84 140 0.100 6.0 Ox 0 VIFx 22.4 90.0 st4 Nook h 4580 180 160 0.100 7.0 Ox 0 VIFx 54.8 130.0 st8 Office h 2614 103 39 0.100 6.0 Ox 0 VIFx 51.5 110.0 st6 Pantry C 51 1 2 0.100 4.0 Ox 0 VIFx 37.1 110.0 st7 Powder h 341 13 8 0.100 4.0 Ox 0 VIFx 23.0 90.0 st4 WIC 4 h 366 14 8 0.100 4.0 ox 0 VIFx 20.1 90.0 st4 Bold/italic values have been manually overridden W rightaof!' 2018-Nov-1218:21:47 +-- RightSulteV Universal 2018 18.0.11 RSU09479 Page 2 s\DosGeWtlantic Beach Coi•rtrylLd 2444189.rup Calc=MJB Front Door(aces:SW Supply Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st8 Peak AVF 625 547 0.100 585 14.0 0 x 0 VinlFlx st7 st7 Peak AVF 777 801 0.100 574 16.0 0 x 0 VinlFlx st4 st3 Peak AVF 489 414 0.100 623 12.0 0 x 0 VinlFlx st5 Peak AVF 489 414 0.100 623 12.0 0 x 0 VinlFlx st3 st6 Peak AVF 489 414 0.100 623 12.0 0 x 0 VinlFlx st5 st4 Peak AVF 1044 1119 0.100 633 18.0 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 rb3 Ox 0 1533 1533 78.0 0.080 703 20.0 Ox 0 VIFx rst11 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rst10 Peak AVF 1533 1533 0.080 703 20.0 0 x 0 VInIFIX rst11 Peak AVF 1533 1533 0.080 703 20.0 0 x 0 VinlFlx rst10 w r ightso" 2018-Nov-12 18:21:47 Right-Suite®Universal 2018 18.0.11 RSU09479 ...stDosbeWtlantic Beach Count Page 3 ry�L.ot 2441189.rup Calc=MJB Front Door faces:SW 9 Duct System Summa Job: Wrl htsoft Date: 11-12-2018 Master By: Florida Air Service & Engineering Plan: 4189 150 Hilden Road 308,Ponte Vedra,FI 32081 Phone:904823-9696 Web:WWW.NORTHFLORIDAAIR.COM Project Information For: Dostie Homes, LLC 9301 Old Kings Road South, Jacksonville, FI 32257 Heating Cooling External static pressure 0.25 in H2O 0.25 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.25 in H2O 0.25 in H2O Supply/return available pressure 0.173/0.077 in H2O 0.173/0.077 in H2O Lowest friction rate 0.100 in/100ft 0.100 in/100ft Actual air flow 593 cfm 593 cfm Total effective length (TEL) 172 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 Hers h 1297 46 25 0.100 4.0 Ox 0 VIFx 20.5 90.0 st2 His c 80 2 3 0.100 4.0 Ox 0 VIFx 18.6 90.0 st2 M Bath c 5481 171 205 0.100 7.0 Ox 0 VIFx 22.2 90.0 st2 Master Bed h 4793 171 165 0.100 7.0 Ox 0 VIFx 29.0 90.0 st2 Master Bed-A h 4793 171 165 0.100 7.0 Ox 0 VI Fx 28.7 90.0 st2 Toilet h 885 32 30 0.100 4.0 0x0 VIFx 20.5 90.0 st2 Supply • Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 593 593 0.100 755 12.0 0 x 0 VinlAx 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 rb4 Ox 0 593 593 53.2 0.080 755 12.0 Ox 0 VIFx Bold/italic values have been manually overridden W rightsoft 2018-Nov-12 18:21:47 Right-Suite®Universal 2018 18.0.11 RSU09479 Page ,\DostieWtlantic Beach CountrylLot 2441189.rup Calc=MJ8 Front Door faces:SW OFFICE COPY y, �- In �I PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: "vacant"Atlantic Beach Dr. Permit Number: &W`0 107 r *Owner/Project Name: Izard Residence- Lot 24 Atlantic Beach Country Club As required by Florida Statute 553.842 and Florida Administrative Code 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.floridabuilding.org. Category/Subcategory Manufacturer Product Description Code Version FL#(include suffix) Expiration A.Exterior Doors 1.Swinging Masonite 8'-0"Glazed inswing single or dbl door w/wo sidelites 2017 8228.9 12/31/20 Front Entry i,Buffelen Woodworking Co. Hemlock Fir(Veneer)I/S Door w/&w/o Sidelites 2017 13391.1 12/31/18 Garage Entry Masonite Metal Edge Steel Door in Frame-6'8"Single Door Unit 2017 16472.1 02/28/21 Exterior Wood Door Rogue Valley door Exterior Wood Door w/&w/o Glazing 2017 13137.5 12/31/18 Pair of Nominal 3'0 x 8'0 Fiberglass Flush Glazed 3/4 Lite Doors with/ Rear Porch Door(s) Therma Tru Corp. without Sidelites-(Inswing/Outswing,XX,OXXO Configurations). 2017 17744.3 07/31/19 2.Sliding Eagle View SGD 9500 series 2017 17200.1/.2/.3 12/31/18 Jeld-Wen Multi-Slide Sliding Patio Door 281.375"x 96"Insulated Glass 2017 21704.2 01/13/22 3.Sectional Wayne Dalton Raised Panel 5120/6100/9120#0230 2017 9174.1/.3 06/27/38 4.Roll-up NONE 5.Automatic NONE 6.Other NONE B.Windows 1.Single Hung Single Hung MI Windows Single Hung,Twin and Tripple 2017 17676.2/.15/.16 04/12/22 3050 SH Eagle View Series 8500 36 x 60 Vinyl Single Hung Window 2017 16625.1 12/31/18 (2)3050 SH MULLED Eagle View Series 8500 72 x 60 Vinyl Single Hung Window 2017 16625.2 12/31/18 UrNut Wry Category/Subcategory Manufacturer Product Description Code Version FL#(include suffix) Expiration 2.Horizontal Slider Eagle View 8500 Series 108x60 Vinyl XO or OX Horizontal Sliding Window 2017 16626.1 12/31/18 3.Casement NONE 4.Double Hung NONE 5.Fixed MI windows Fixed Window 2017 17845.1 04/30/21 Eagle View Series 8500 48 x 52 Vinyl Fixed Window 2017 16627.2 12/31/18 6.Awning NONE 7.Pass-through NONE 8.Projected NONE 9.Mullion NONE 10.Wind Breaker NONE 11.Dual Action NONE 12.Other NONE C. Panel Wall 1.Siding Lap Siding James Hardie Bldg.Products HardiePlank Lap Siding 2017 13223.2 12/31/20 fiber-cement notched shingle panels(straight edge,staggered edge, Shake Siding James Hardie Bldg.Products 2017 13192.4 12/31/20 half round edge) 2.Soffits Kaycan Vinyl SP-600 2017 16503.1 12/31/18 Soffit James Hardie Bldg.Products Hardi-Soffit Panels 2017 13265.1 12/31/20 3.EIFS NONE 4.Storefront NONE 5.Curtain Walls NONE 6.Wall Louvers NONE 7.Glass Block NONE 8.Membrane NONE 9.Greenhouse NONE 10.Synthetic Stucco Titan System See attached Letter Pending 2017 N/A N/A 11.Other NONE D.Roofing Products 1. Asphalt Shingles Owens Corning Owens Corning Asphalt Roofing 2017 10674.1 05/16/20 2.Underlayments Tamko #30 Asphalt Saturated Organic Felt 2017 12328.7 01/07/19 OFFICE COPY Category/Subcategory Manufacturer Product Description Code Version FL#(include suffix) Expiration 4.Non-structural Roof GAF Industries GAF Roof Venting Products -Metal Off Ridge Vents-Up to 6' 2017 6267.1 03/23/19 Metal 5.13"tKM+mftalr oo *6Nf- ,N n 1 x+ Mqoll JAS Jo Gs VS cvl I cfJ JAAp L o c� x.013 21`f 2 9. 0Z 6. "ptjNON&10n)(Al f rnt4-A T04 gtAa joiu I. � (,ii Ie_si Ag LoCk Ajy 201 Z Z3. 2 03 b2 ZG 7.Single-ply Roofing NONE 8.Roofing Tiles NONE 9.Roofing Insulation NONE 10.Water-proofing NONE 11.Wood Shingles/Shakes NONE 12.Roofing Slate NONE 13.Liquid-applied NONE Roofing 14.Cement-adhesive Owens Corning Perma Mop roofing Cement 2017 12874.1 06/24/19 coats 15.Roof Tile Adhesive NONE 16.Spray-applied NONE Polyurethane Roofing 17.Other NONE E.Shutters NONE 1.Accordion NONE 2.Bahama NONE 3.Storm Panels NONE 4.Colonial NONE 5.Roll-up NONE 6.Equipment NONE 7.Other NONE F.Structural Components 1.Wood Connector/Anchor Simpson Strong Tie H2.5 2017 10456.3 12/31/18 Simpson Strong Tie HS 2017 10456.3 12/31/18 Simpson Strong Tie H8 2017 10456.3 12/31/18 Simpson Strong Tie H10 2017 10456.3 12/31/18 Simpson Strong Tie MTSA24 2017 10456.8 12/31/18 OFFICE COPY Category/Subcategory I Manufacturer Product Description Code Version FL#(include suffix) Expiration Simpson Strong Tie MTS12 2017 10456.8 12/31/18 Simpson Strong Tie HTS20 2017 10456.6 12/31/18 Simpson Strong Tie LTT20B 2017 11496.6 12/31/18 Simpson Strong Tie HTT4 2017 11496.6 12/31/18 Simpson Strong Tie HTTS 2017 11496.6 12/31/18 Simpson Strong Tie HDQ8 2017 10441.3 12/31/18 Simpson Strong Tie A35 2017 10446.1 12/31/18 Simpson Strong Tie SPH4 2017 10456.12 12/31/18 Simpson Strong Tie SPH6 2017 10456.12 12/31/18 2.Truss plates Mitek Industries Truss Plates 2017 2197.5 12/31/18 4.Railing NONE 5.Coolers/Freezers NONE 6.Concrete Admixtures NONE 7.Material NONE 8.Insulation For s NONE 9.Plastics NONE 10.Deck-roof NONE 11.Wall NONE 12.Sheds NONE 13.Other NONE G.Skylights NONE I.Skylight NONE 2.Other NONE H.New Exterior Envelope Products 1. NONE 2. NONE 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. ,. Christopher C. Dostie *Contractor Name (Print Name,. p Contractor Signaturw-,_�;4�_ Z:4� *Company Name: Dostie Homes, LLC *Mailing Address: 9301 Old Kings Rd. S. *City: Jacksonville *State: FL *Zip Code: 32257 *Telephone Number: (904) 739-9121 *E-mail Address: Pcombs@dostiehomes.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 V 16 Most Widely Accepted and Trusted ES IMES Evaluation Report ESR-3088 Reissued February 2018 This report is subject to renewal February 2019. www.icc-es.orc I (800)423-6587 1 (562) 699-0543 A Subsidiary of the intemadonal Code Coundis DIVIMN:04 00 00--MASONRY square foot (73.2 kg/m2). Recognized veneer styles are Section:04 73 00—Manufactured Stone masonry listed In Table 1. REPORT HOLDER: The precast veneer has a Class A finish rating in accordance with 2015,2012 and 2009 IBC Section 803.1.1 SUNCREST STONE PRODUCTS,LLC (2006 IBC Section 803.1), and complies with the flame. 341 COUNTY FARM ROAD spread and smoke-development requirements of 2015, ASHBURN,GEORGIA 31714 2012 and 2009 IRC Section R302.9 (2006 IRC Section (229)567-2640 R315). www.iWnmatstww.com The attributes of the stone veneer have been verified as conforming to the provisions of (i) CALGreen Section EVALUATION SUBJECT: A4.405.1.3 for prefinished building materials and Section A5.406.1.2 for reduced maintenance; (li) ICC 700-2015 SUNCREST STONE VENEER and ICC 700-2012 Sections 602.1.6 and 11.602.1.6 for tern*&-resietant materials and Sections 601.7, 11.601.7, 1.0 EVALUATION SCOPE and 12.1(A).601.7 for site-applied finishing materials; and 1.1 Compliance with the following codes: (111) ICC 700-2008 Section 602.8 for termite-resistant • materials and Section 601.7 for site-applied finishing ■ 2015 International Building Code (IBC) materials. Note that decisions on compliance for those ■ 2015 International Residential Codse(IRC) areas rest with the user of this report. The user Is advised ■ Other Codes(see Section 8.0) of the project-specific provisions that may be contingent upon meeting specific conditions, and the verification of Properties evaluated: those conditions is outside the scope of this report These ■ Veneer strengthcodes or standards often provide supplemental information and durability as guidance. ■ Surface burning characteristics 4.0 INSTALLATION 1.2 Evaluation to the following green code(s) and/or 4.1 General: standards: a 2016 Callfomla Green Building Standards Code Installation of Suncrest Stone Veneer must comply with (CALGreen),Title 24,Part 11 this report, the manufacturer's published lnstaitation Instructions, and the applicable code. The manufacturers ■ 2015, 2012 and 2008 ICC 700 National Green Building published Installation instructions must be available at the Standard- (ICC 700-2015, ICC 700-2012 and ICC 700- jobslte at all times during installation. In accordance with 2008) the code, the veneer can be Installed over a lath and Attributes verified: mortar scratch coat or applied directly to concrete and IN See Section 3.0 masonry. 4.2 Installation Over a lath and Mortar Scratch Coat 2.0 USES Over Framed Walls: Suncrest Stone Veneer is used as an adhered, non4oad- The scratch coat must be installed over a water-resistive bearing exterior veneer or interior finish on wood-framed or barrier complying with IBC Section 1405.10.1.1 or IRC light gage steel stud walls, concrete walls, and masonry Section R703.12.3, as applicable. Also, flashing must be CD walls. installed as required by IBC Section 1405.10.1.2 or IRC -'n 3.0 DESCRIPTION Sections R703.4 and R703.122,as applicable, Including a -T'1 Suncrest Stone Veneer is a t concrete product f ou��weep wed installed at the bottom of the stone Pis P veneer. The foundation weep screed must comply with, made to resemble natural stone In color and in texture.The and be installed in accordance with, the requirements for M concrete Is composed of cement, aggregate, water, flashing at foundation shown in IBC Section 1405.10.1.2.1 admixtures and coloring.The veneer units are molded and or IRC Section R703.122,as applicable.The veneer must cured at the plant. The average saturated weight of the be installed with the clearances required by IBC Section Installed veneer units does not exceed 15 pounds per 1405.10.1.3 or IRC Section R703.12.1,as applicable. C) ICC-ES Evaluation Report►are not to be coxmwed u reprrsenang aesthetic,or any other aaribow act spec*To*addrvsed mor ore day to be conrbved as an mdorsen,eit of the subject of the repon or a rwomm aWatiors for Us use.There is no tarrmrty by ICC Evabiation Sovk4 LLC,aprou or Wired to any f acting or other Manor it au repo"or as to anyproaWa covsred by the rrport. _ Copyright 0 2018 ICC Evaluation SerAce,LLC. AN rWft reserved. Page 1 of 2 AR-SM I Most Widely accepted and Trusted Page 2 of 2 Lathing must comply with IBC Section 2510 (referenced 5.4 In jurisdictions adopting the IRC, where the seismic from IBC Section 1405.10.1.4.1) or IRC Section R703.7.1 provisions of IRC Section R301.2.2 apply, the (referenced from IRC Section R703.12). The scratch coat average weight of the wall supporting the precast must be applied in accordance with IBC Section stone veneer, including the weight of the veneer 1405.10.1.4.2 and the veneer units must be adhered to the system, must be determined. When this weight scratch coat in accordance with IBC Section 1405.10.1.4.3. exceeds the applicable limits of IRC Section The mortar used to adhere the veneer units to the scratch R301.2.2.2.1, an engineered design of the wall coat must comply with IBC Section 2103.2.4. construction must be performed in accordance with 4.3 Installation over Concrete and Masonry: IRC Section R301.1.3. Installation over concrete and masonry must comply with 5.5 Suncrest Stone Veneer is manufactured under a IBC Section 1405.10.1.5.When adhering the veneer units quality control program with inspections by ICC-ES. directty to the concrete or masonry, the supporting 6.0 EVIDENCE SUBMITTED surfaces must be prepared in accordance with IBC Section 6 Data i 2510.7, and the veneer units must be adhered to the ten accordance with the ICC-ES Acceptance supporting surface as described in Section 42. When Criteria for Precast Stone Veneer (AC51), dated adhering the veneer units to a lath and mortar scratch coat, January 2016. the lathing and scratch coat preparation must comply with 6.2 Data in accordance with ASTM E84. Section 4.2 of this report. 7.0 IDENTIFICATION 5.0 CONDITIONS OF USE Boxes of precast stone veneer units are identified with the The precast stone veneer described in this report complies manufacturer's name (Suncrest Stone Products, LLC), the with, or is a suitable alternative to what is specified in, style name, the manufacturing date and location, and the those codes listed in Section 1.0 of this report, subject to evaluation report number(ESR-3088). the following conditions: 8.0 OTHER CODES 5.1 Installation must comply with this report, the 8.1 Evaluation Scope: manufacturer's published installation instructions and the applicable code. In the event of a conflict between In addition to the codes referenced in Section 1.0, the the manufacturer's published installation instructions products described in this report were evaluated for and this report,this report governs. compliance with the following codes: 5.2 Expansion or control joints, used to limit the effect of ■ 2012,2009 and 2006 International Building Codee(IBC) differential movement of supports on the veneer ■ 2012, 2009 and 2006 International Residential Codee system, are to be specified by the architect, designer (IRC) or veneer manufacturer, in that order. Consideration must also be given to movement caused by The Suncrest Stone products addressed in Sections 2.0 temperature change,shrinkage, creep and deflection. through 7 of this report comply with, or are suitable 5.3 In jurisdictions adopting the IBC, the supporting wall alternatives to what is specified in, the codes listed above must be designed to support the installed weight of and must be installed in accordance with the 2015 IBC and the veneer system, including veneer, setting bed and IRC, as described in Section 4.0. cement plaster backing, as applicable. At wall openings, the supporting members must be designed to limit deflection to 1Isco of the span of the supporting members. TABLE 1—RECOGNIZED STYLES PRODUCT STYLES Suncrest Stone Veneer Ledge,Country Ledge,Rubble,River Rock,Splitface,Olde-Castle,Stack,Ashlar, Multi-Stone Trim Stone,Comers,Light Block,Hydrant Block,and Outlet Block T� TITAN AMERICA OFFICEa. .: Titan America® Masonry & Stucco Cements & Florida Code Approval There have recently been several instances in which Building Officials have asked for the Florida Building Code Approval number for stucco cement. It has been determined by the Product Approval Program Oversight Committee that approval numbers are not necessary or possible for this product for the following reasons: 1) Masonry and/or Stucco cement is a job-mixed material. Therefore, by definition, each batch could be slightly different from the previous. 2) Stucco is not a "stand-alone product. There are a myriad of systems to which stucco can be applied. Stucco is merely a decorative, weather-resistant finish over some other structural wall or ceiling system. 3) Stucco cement is already approved by the Florida Building Code, 2004 by virtue of that code's adoption of ASTM C-926 (American Standards and Test Methods) "Standard Specification for Application of Portland Cement-Based Plaster' and all the referenced standards within, as the standard for stucco applications in the State of Florida. One of those referenced standards is ASTM C-91, "Standard Specification for Masonry Cement." All stucco cements produced within the United States are made to meet or exceed that standard. Titan America LLC certifies that the stucco cement they produce will do so as well. A Letter of Certification is readily available form your local Titan America representative or from the Titan America Sales Coordinators at(305) 364-2255. 4) Masonry cement is already approved by the Florida Building Code, 2004, by virtue that code's adoption of ASTM C-270 (American Standards and Test Methods) "Standard Specification for Mortar For Unit Masonry" and all the referenced standards within, as the standard for unit masonry application. Both this standard and ASTM C-91 referenced above are cited by ACI 530-02 code ("Building code Requirements For Masonry Construction") as the reference standards for the application of unit masonry. Titan America LLC certifies that the masonry cement they produce will do so as well. All masonry cements produced within the United States are made to meet or exceed that standard. A Letter of Certification is readily available form your local Titan America representative or from the Titan America Sales Coordinators at(800) 226-2057 G. Michael Starks CGC, CDT, CCPR, LEED AP Specifications Representative For further Information or assistance, contact your Titan America representative at (800) 226-2057 or www.titanamerica cpm IofI Certificate of Authorization No. 29824 CREEK 17520 Edinburgh Dr Tampa,FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 OFFICE COPY U ga.SemA ok Slope: 3:12 or greater Deck: Mtn. 15/32'plywood for new and existing construction; Designed per 2010 FBC;MM. attachment is 2-1/2',8d ring shank nails 8"o.c.at perimeter and field at max.24'span Underlayment: As required in accordance with 1507.4.5 Attachment: #10-12 pancake head wood screw installed as shown below with min.3/8'deck penetratlon Allowable Pressure: -52.5 psf when fastened max T o.c.as shown below Pressure calculated using 2:1 margin of safety per 1504.7 1' ruin.95032'plyF;icad / fr #10-12 pancake head wood snow 7"0& with min.3/8"deck penetradmL Lap Detail: SEM12001 FL11175-R1 Page 8 of 18 This evaluation report is provided for State of Florida product approval under Rule 9N-3. The manufacturer shah notify CREEK Technical Services,LLC of any product changes or quality assurance changes throughout the duration for which thfa report Is valid. This evaluation report does not express nor imply warranty. Installation, recommended use,or other product attributes that are not specifically addressed herein. I C CO R..��gawa , , . ACCREDITED July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10901 Elm Ave. Fontana. CA 92337 Re NOA-17-0406.06 Relative to FBC 2017 Project RIO-2679AA-17 Dear Pingsheng- After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the 2017 FBC: 1 Wood AWC NDS-2015&SDPWS-2015 2 Structural Loads ASCEISEI-7-10 3 Concrete ACE-318-14 4 Masonry TMS402-2016/AC1530-13/ASCE-5-13 5 Structural Steel:AISC 360-10(Including manual of steel construction 2010(141'edition)) 6. Cold-formed Steel AISI 100-12 7 Aluminum ADM-1-2015 In addition, I am making the following Statement of Independence as requested- 1 Ronald Ogawa does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued 2. Ronald Ogawa is not owned operated or controlled by any company manufacturing or distributing products it evaluates or inspect 3 Ronald Ogawa Inc does not have,nor will it acquire a financial interest in any company manufacturing or distributing products for which reports are being issued 4 Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product Should you have any questions on anything, please contact me Sincerely, OGAWq Ronald I. Ogawa, P. �� N RI Ogawa & Associates. Inc I/ 41 IAS Laboratory Approval, TL 360 1 IAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency .'Q�� • FCORI�P. 1,��j I �1 (714) 292-2602 ....... ron rig awa com ��,SSIOW-11frr ' CC: Roger Ogawa — RI Ogawa & Associates. Inc Karen Ogawa— RI Ogawa & Associates, Inc. Lab Address 1985 Sampson Avenue.Corona.CA 92879•Phone(714)321-4939.Fax(714)908.1815•E-mail: rogerarioqgwa com Mailing Address 16835 Algonquin St #443 Huntington Beach,CA 92649•Phone(702)491-3710•Fax(714)9081815•E mail debbyj&nogawa qqm Engineering.Quality Control.Product Development 9 Inspections•Code Consulting.Expert Witness•Testing MIAMIdaADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product,Inc. 10901 Elm Avenue Fontana,CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail"Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT:Drawing No.PNL,PLK& SOFF,titled"HardiePanel,CemPanel,Prevail Panel; HardiePlank,CemPlank Prevail Lap Siding;HardieSoffit,CemSoffit Panel;Installation Details Wood/Metal Stud Construction",sheets l through 12 of 12, dated 04/24/2013,prepared by the manufacturer,signed and sealed by Ronald 1. Ogawa,P.E., bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo,Plant City,Florida,and the following statements: "ASTM C 1186 Type A compliant"and"Miami-Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product_ TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA# 15-0122.04 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No. 17-0406.06 r,�OE cotxJrY Expiration Date: May 1,2022 Approval Date: May 4,2017 �/27�2017 Page 1 James Hardie Building Products,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA #13-0311.07' 1. Drawing No. PNL,PLK& SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013,prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA #13-0311.07' 1. Test reports on 1)Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel,prepared by Intertek Testing Services NA LTD,Test Report No. 100733361 COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. "Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A.N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA #15-0122.04" 1. Statement letter of code conformance to the 5h edition(2014)FBC issued by Ronald I. Ogawa&Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. AO�o4r7z01*7 Carlos M. Utrera,P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date:May 1,2022 Approval Date: May 4,2017 E-1 WALL LE NG SEE PROQUCT.QE_,SGRIPT_I_ON Stud Sparing at 16'0.C. HardiePanel�,Cerapanel®,8 DETAIL A PrevO®Panel Siding materials are B'<- nonasbestos fiber-cement products T-----�-__ .;- '-�- -=---' -- �i� ,� �� 518 rilck!5 ply APA rated tested In aOCortianCe with ASTM T it plywood sheathing in 01186 Grade 11,Type A and meeting i j ''i i'�` 1tdt iQ.�' �t•.., accotdence with Florida the requirements ofthe Florida f i j„ !f `\�' :'�\ �• _ `'�?j Btnld'ng Code Section Building Code. 23223 ooq�l�arsw� ; QOM- L-DIMMLSJQNS WALL tkyil �Ii.Cr �,� i ; Wafer-resisfnre Wdth Lengltt Ttudcness / '17 _ y banter per Florida 4' 8,9,10' 5116" HEIGHT ' py 5 � "�, � Building Code By :i ;i ,0 .; �Q�_ Section 1404.2 DESIPN PRESSi.li�E�tATING F S`«. �` 2"X 4 S- Installation -6 Design Pressure P-F wood studs Wood Stu PSI HardieParlel, Impact Resistant- PRODUCT RENEWED ; 'i5Cempa�i' Planks installed over 5/8"thick/5 ply as complying with the Florida S ����5'BSheathing Building Code Nails at 16 Q.C.(typ.) Pre%all Panel APA rated plywood NOA-No. 17-0406.06 318"Minimum Edge Distance Siding Expiration te05/01/2022 By LS All-fA Sheathing fastener,as described in andi1 P�N�L�C MP�NEL PREVA P�-NEL�StD�Cz 1_NSTALLl_�_b 11ETAt_— Miami-Da Product Control `-� Note 1 Ali installation shell be done In conformance with this Notice of Acceptance,the manufacturer's ,. installation recommendations,and the applicable sections of the Florida Building Code. /• �� 0 Wood studs where HardiePanel, Cempanel,Prevail Panel Siding will be installed shall be Panel fastener,as described in designed by an Engineer or Architect per the Florida Building rode and the requirements of this Note 2 N.OA a�7K1Cr \ [Nobe 1]518'thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance vAth Florida Building Code Section 2322.3. '�10 flad�r The siring panels shag be installed over 5/8'thick/5 ply APA rated plywood sheathing supported _ , ! HardiePanel,Cempanel, by a minimum of 2"X4"S-P F wood studs spaced a maximum of 16"Q.C. ? Prevail Panef Siding [Note 2]The siding panel fastener shall be a T long,0.2223"head diameter,0.092"shank i diameter,corrosion resistant siding nail;the fasteners shall be spaced at 6"O.C.at panel edges Boer � � and intermediate studs;the fasteners shall be driven through the 518"thick/5 ply APA rated plywood sheathing into wood studs located ait 16"O.C_ter-resistive barrier per Fasteners shall have a minimum edge distance of 318"and a minimum clearance of 2"from rida Building Code Section comers. 4-2 HARDIEPANEL,CEMPANEL„PREVAIL PANEL 5/8"thick/5 ply APA rated INSTALLATION DETAILS WOOD STUB CONSTRUCTION plywood sheathing fastened it James Hardie Building Products,Inc. accordance with Florida Building 10901 Elm Avenue Code Section 2322.3 Fontana,CA 92337 Z'X 4"S-P-F Wood Studs Phone:909-356-6300 SIZE FSC !No DMIG No REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNl PUC SOFF 1 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator.E.Gonzales SCALE 1/2's 1'-0' Date:4/24/2013 armor 1 OF 12 Fastener Spacing per Florida Cladding Building Code Section 2322.3 16.00in. . Framing I'!•PRAa'7UCi✓<Evlfei7 �• fastener SpaciI ng per Florida Sheathing meD**lj*viftbdW-Fflori&% Budding Code Section 2322.3 adWad Code . • PT(id11L.1('.00MC� • • •I • l f r'/„ off G rRop11Cr5tEvtsb s� PRODUCT RENEWED asoaavlyingW t6dnfSwtla as complying with the Florida EwdmB God , f/ 4t� Building Code I N • Aeeepcaooallo l i� NOA-No. 17-0406.06 * * �r Expiration a 05/01/2022 I ST �t By I•I ���-. F�o Miami- a duct Control NA �FtA.HL G ■ NOMINAL 2"X 4"S-P-F WOOD STUDS O.C.FASTENED FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM WITH M CONNECTION)T 16d COMMON NAILS(2 PERR 70P AND NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) ■ THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SEIEATHJNG ■ NOMINAL 5/8"THICK/5 PLY APA RATED PLYWOOD HARDIEPANEL,CEMPANEL,PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE NTH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 Z.ApDLNG James Hardie Building Products,Inc, ■ THE PANEL IS FASTENED WITH 2•LONG,0.723 HEAD DIAMETER,0.092"SHANK DIAMETER CORROSION e _ Fontana, Elm Avenue RESISTANT SIDING NAILS,PLACE NAILS 6"O.C.AT Fontana,CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone:909.356-6300 stza FscM No NO Rev Fax 909-427-0634 A PNL-PLK-SOFF f Creator:E.Gonzales soa e r =1'-0" Date:4/24/2013 SHM 2 OF 12 WALL LENGTH SEE �b[�UCT� �CR11'T_EQis Stud Spacing at 16"O.C. DETAIL A HardiePa ® neW,Cempanel®.&Plevail Panel Siding materials are nonasbestos 618"thick/5 ply APA rated fiber-Cement products tested in j ____ __ —��___..�__� ___�._ ;_�. ___._..,,____:__....__ accordance with ASTM C1186 Grade It. i i �Niiiiri ( plywood sheathing fastened I_ oar Type A and meeting the requirements o OGA to metal studs as described the Florida Building Code. = pOlJt1CT HL'V ! ,� j _ in Note 1 l �¢aoftlofyiins vim Nturida l �•� Cobs / j I i �� i Water-resistive P9L44Dtl� t�6S10_N_s_ WAt L 'i lO j ` Width Length Thickness 3 1 N0. barrierperFlorida qt 8.9,10. 5/16 HEIGHT i i i j S i;. I ti x Building Code I.: i '� Z section 1404.2 RESIGEJ�R SSURE RB]]NG STATE :f installation Design Pressure "` 0 R 111 3-5 20ga. 18"X 1-5/8" Metal Studs -104 psf i !•j i i i �'. ''• •�? MetalCstuci j- --�- _ sf� A r t Impact Resistant- 1 - - r t HardiWaneL S�C_'RO-N1 Cempanel, Panel installed over 518"thick 15 ply 13 i Prevail Panel APA rated plywood sheathing Nalls at 6"O.C.(typ.) 3/8"Minimum Edge Olstance Siding jiAi�DI�.'�At1EI�CEMPAJJF,J,�Pi3E�[A.�L PANEJZ..SID[AEG 1NST,gI,L,�O�DETAILS ■ All installation shall be done in conformance with-this Notice of Acceptance,the manufacturers DE.TAtj—A installation recommendations,and the applicable sections of the Florida Building Code. ,��---- -� X Metal studs where HardiePanel,Cempanet,Prevail Panel Siding will be Installed shall be Sheathing fastener,as designed by an Engineer or Architect per the Florida Building Code and the requirements of this RE ` described in Note 1. N_O.A �.+g pi The Florida [Note 115/8"thick/5 ply APA rated plywood sheathing shall be attached to metal studs at B"oc i Coteat panel edges and all intermediate supports using a No.8-18,0.315'head diameter x 1-1W long Panel fastener,as described In bugle head screw o , Note 2 . The siding panels shall be installed over 5/8"thick 15 ply APA rated plywood sheathing supported by a minimum 20ga,Nominal 3-518"X 1-518"Metal C-studs spaced a maximum of 16" ' O.C. pftd HardiePanel®Siding [Note 2]The siding panel fastener shall be a minimum No.8-18,0.315"head diameter X 1-518" long'ribbed bugle head screw(`or screw shall have at least 3 fuli threads penetrating retail framing);the fasteners shall be spaced at 6"O.C.at panel edges and Intermediate studs;the rp�/vxod ater-resistive barrier per fasteners shall be driven through the 518"thick 15 ply APA rated plywood sheathing into metal p studs located at 16"O.C. rida Building Code Section Fasteners shallhave a minimum edge distance of 3/8"and a minimum clearance of 2"from 04.2 comers. HARDIEPANEL,CEMPANEL,PREVAIL PANEL A rated INSTALLATION DETAILS METAL STUD CONSTRUCTION PRODUCT RENEWED fastened as complying with the Florida to metal studs as descrit)ed James Hardie Building Products Inc. Building Code _ 10901 Elm Avenue NOA-No. 17-0406.06 in Note 1. f Fontana,CA 92337 Expiration D e�f01/2022 2 ,3-51$"X 1-S/8"Metal C•atud SvX1 FSCMWO �m� REV The wall and soffit frames are to be designed phone:909�56•�300 By by the Architect it Engineer of Record in Fax 909-427-0634 A PNL-PL.K-SOFF 1 Mlam a e Product Control compliance with the Florida Building Code. Creator.E.Gonzales SCALE if2 a 1'U" Date:4/2412013 SHEET 3 OF 12 Cladding +{ 6.001n. 8.0d nn f • I I I Framing I•I I•I I'I Sheathing PRODUCT RENEWED I as complying with the Florida 6OOinI I I I Building Code I•I I.I NOA-No. 17-0406.06 -T Expiration t005/01/2022 6D0in. I I By S_ I• I I I i Miami roduct Control I I `il I QGA !• pftODt1GT3tEVLCXD MOMCr a«+nripi�wt IYa FturrM i•I I•I �� ' eel«�Y�+B with the M�osifie► Acmptmm NO s 19 1 GT a�.r t40 5 O I I.� o. 1 21Zz STATE 4F MOM produce 5;ift FR,4M1[1G • NOMINAL 20 GAUGE 3-518"X 1.5/8"STEEL STUDS 16"O.C. FASTENED WITH 5/8'WAFER HEAD SCREWS(2 PER TOP AND BOTTOM CONNECTION) FOR METAL AND;WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE ■ NOMINAL 516"THICK/S PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6"OC AT PANEL HARDIEPANI:L,CEMPANffL,PREVAIL PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO-8-18,0.31 5"HEAD DIAMETER X 1-1W LONG BUGLE INSTALLATION DETAILS METAL STUD CONSTRUCTION HEAD SCREW CLApDWG James Hardie Building Products,Inc. THE PANEL IS FASTENED WITH NO.8-18,0.315"HEAD 10901 Elm Avenue DIAMETER X 1-518'LONG CORROSION RESISTANT — Fontana,CA 92337 RIBBED BUGLE HEAD SCREWS(SCREW SHALL HAVE AT omNO REVLEAST 3 FULL THREADS PENETRATING THE METAL Phone:g0g y"300 stzE FSCM NO FRAMING),PLACE SCREWS 6"Q.C.AT PANEL EDGES Fax 909.427-0834 A PNL-PLK-SOFF11 � AND INTERMEDIATE STUDS Creator,E.Gonzales swiE 1"a 1'-0" Date:4124/2013 StiEEr 4 OF 12 WALL LIENGTI I SEE ON n4,&Stud Spacing at 16"O.C. DETAILA HardlePrevalPlank®, Lap Siding & Prevail®Plank Lap Siding materials APA arenonasbestosflbercement ... r —_ r--�.._.. --- - - Y 518"thick I S ply tests 7I ----� r--�----"^- d to accordance with I___.___.--- � roducts I � �^ - i I I i �� rated pNNw SAA C1186 Grade It,Type A and _ sheathing in meeting the requirements of the l I it �� I ij !i l�jrrrrrrri�� � i accordance with i Florida Building Code. 4 r eo Florida Building Code °6 00f F ++blid4 � I Section 23223 P9L14DJ}NENSIONS WALL + _ water-resistive Width Length Thickness HEIGHT 1 i s i FJcpisit » '''`7 i,� S barrier per Florida 53_1/2■ 12' 5116" • Bullding Code ` ? j I,,fi ad-Produq coohol Section 14042 RESJ�N P�3 SStJR_�RA 1�ty0 I i` I * 2•X 4"S-P-F installation Design Pressure rf \Wood Studs Wood Studs -92 psf — -------------- - - — ..... p Siding - + la In Impact Resistant B SS10{V A�� S�CTJO Planks installed over 518"thick 15 ply 314"Minimum Edge Distance Nails at 16"O.C.(typ.) �''��i rrrr���r J.114-tall X 5116" APA rated plywood sheathing thick starter strip ?ZETAI�A Sheathing fastener,as HARDIEPL/�M1IK_QEMFLA_N&P_REVA_.IL-LA'LSIDJNGIN-SI'ALl-1L1T�Ol�D 111 described in Note 1 Ali installation shall be done in conformance with this Notice of Acceptance,the manufacturer's Installation recommendations,and the applicable sections of the Florida Building Code. " Wood studs where HardiePlank,Cemplank,Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Buliding Code and the requirements of this N,O.A. ■ [Note 11518"thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance \ Siding fastener,as with Florida Building Code Section 2322.3. REW described in Note 2 ■ Planks shall be applied horizontally commencing from the bottom oourse of the wall with 1-114"wide laps at the top of the plank such that the exposure area of each plank Is:5 8-114"verticaily. talo y, 1 HardiePlank, [Note 21 The siding fastener shall be a 2-112°long,0.223"head diameter,0.092"shank diameter, Cemplank,Prevail oorroslorl-resistant siding nail;The siding is fastened s 8-1/4" vertically m19'0.C. sheathing,' 0.0orizont ers fasteners are driven into wood studs through 518"thick 15 ply APA ratedplywood i Lap Siding are placed in the overlapping area approxlmately 314'from the bottom edge of the overtapping plank. . Ceatd Vertical joints shall be placed over studs. 1 % Water-resistive barrier The planks shall be installed over 518"thick/5 ply APA rated plywood sheathing supported by a +\ per Florida Building minimum of 2"X4"S-P-F wood studs spaced a maximum of 16"0.C_ Gods Section 14042 Fasteners shall have a minimum edge distance of 318". HARDIEPLANK,CEMPLANK,PREVAIL LAP SIDING 5/8"'chick/5 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened (S - PRODUCT RENEWED ,fn accordance with Florida James Hardie Building Products, Inc. as complying with the Florida Building Code Section 10901 Elm Avenue Building Code 2322,3 Fontana,CA 92337 NOA-No. 17-0406.06 Expiration e05/01/2022 2"X 4"S-P-F Wood Studs phone:909.3566300 size FscM No OYM NOREV The wall and soffit frames are to be designed Fax 909-427-0634 A PML-PLK-5OFF 1 By by the Architect or Engineer of Record in Mlami I5 a Product Control eornpliance with the Florida Building Code. Creator.E. Gonzales SCALE 112"a 1'-0' Date:4124/2013 SHEET SOP 12 Fastener Spacing per Florida Building Code Section 2322.3 16 in OC Cladding • ♦ - Framing • Fastener Spacing per Florida Sheathes 9 PRODUCT RENEWED Building Code Section 2322.3 as complying with the Florida Building Code ..._... NOA-No. 17-0406.06..----.,— 0.7.in Expiration D e05/01/2022 I. Miami- Product Control - By ------------- --•---------- PRODLJC't a:oanytyMS wdb the Fkwlda i guR� �. --- -Av.votinm Nye -------------- --- -_-- - -_..._ - - atoil x.10 R el murr REVIst 58.25in. �siur ade Prodact Coetref# lying WA 60nwi& iw Y , ..: 15ar2 No. 121 B, _'4 STATE OF ak hadr.1 _po" F p, •A V FRAMINCz '%•.�OR10 ■ NOMINAL 2"X 4"S-P-F WOOD STUDS 16"O.C.FASTENED FIS. G WITH 3-1/2'16d COMMON NAILS(2 PER TOP AND �s�ONQ� BOTTOM CONNECTION) FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND�6MAVIW LOAD ARE ■ THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE S H,FA CEi�NG • NOMINAL 518"THICK/5 PLY APA RA'T'ED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA HARDIEPLANK,CEMPLANK, PREVAIL LAP SIDING BUILDING CODE SECTION 23223 INSTALLATION DETAILS WOOD STUD CONSTRUCTION CLAC3D,),� • PLANKS.OVERLAP 1-114' James Hardie Building Products,Inc. ■ THE EXPOSURE IS s8-114" 10901 ■ THE PLANKS ARE FACE NAILEDFontaWITH 2-11T LONG,0.223" - ontana,CA 82337 Elm Avenue HEAD DIAMETER,0.092"SHANK DIAMETER,CORRASION- IF , RESISTANT SIDING NAILS,-PLACED 314'UP FROM THE Phone:909-356-6300 ssze asOMNO p1`G NO REV BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Fax 909.427-0634 A PNL-PLK-50FF Creator.E.Gonzales scus 1"=i'-0" Date:4/24/2013 sHE er 6 OF 12 Stud Spacing at 15'OC , . bvALl.LENGTH SEE p�OniJ�T D1sU lP 1r1Q}� DETAIL HardiePlankO,Cemplank®,and ►1 518"thick/5 ply Prevail®Plank Lap Siding materials — --._--.- i — - - ___...------ --------------�-1- ----------------- —i i rated plywood are nonasbestos fiber-cement __-__. ' \ sheathing fastened Products tested In accordance with ASTM C1186 Grade 11,Type A and t r i i to metal studs as i r; ��,iriirrf��� meeting the requirements of the '' described in Note 1 Florida Building Code, oaa}a4ying wtilh iLol:doe;de i i 1111 Water-resistive WALL t I _ barter per Florida P K D M S HEIG 1 - !..9N�-ELIS�QN_ Building Code Width Length Thickness r i. ir Section 1404.2 !99-11T 12' 5/16" t Li I L! ` Mit Pro&.3 can"" : -A. 'c i 20ga,3,W8"X 1-518- �T1 � DESIGN PRIZ UR>c� MG r; Metal G stud `C 51AI l g Design Pressure ------------- mnMetal ds - i` Cemplank,Prevail TT Lap Slding Impact Resistant— 3/4"Minimum Edge Distance Nails at 16"O.C.(typ)+ '' � 1-1/4'tell X 5/18° Planks installed over 518"thick 15 ply thick starter strip APA rated plywood sheathing QF_AIL,6 HARD1EPLANK C�MPLANK pREi/AtL LAP�ip�G IN,ST�IrI,�T�QbJ DE��iLS All installation shall be done in conformance with this Notice of Acceptance,the manufacturer's installation Sheathing fastener,as recommendations,and the applicable sections of the Florida Building Code. described in Note 1 - Metal studs where HardiePlank,Cemplank, Prevail Lap Siding will be installed shall be designed by an PRa bvcr Engineer or Architect per the Florida Building Code and the requirements of this N.OA W�0wwlm'8 with too Fledde �, [Note 115/8"thick/5 ply APA rated plywood sheathing shall be attached to metal studs at V'oc at panel �A�oepua�e504Z.pf Siding fastener,as edges and all intermediate supports using a No.8-18,0.315'head dlameterx 1-1/4"long bugle head screw described in Note 2 " Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4'wide laps at J , the top of the plank such that the exposure area of each plank is s 8-1/4"vertically. by I INote 21 The siding fastener shall be a minimum No.8-18,0.315"head diameter X 2-1W long*bugle head aeiftr rirei ' hlardiePlank, screw over metal studs(*or screw shall have at least 3 full threads penetrating metal framing);The siding is f fastened15 8-114"O.C.vertically and 16"O.C.horizontally;fasteners are driven into metal studs through 518" Cemplank, thick/5 ply APA rated plywood sheathing,'fasteners are placed in the oveiiapping area approximately 3/4" \` Prevail Lap Siding from the bottom edge of the overlapping plank. / Vertical joints shall be placed over studs. Water-resistive ' The planks shall be Installed over 5/8"thick 15 ply APA rated plywood sheathing supported by a minimum 20ga,Nominal 3-518"X 1-5/8"Metal C--studs spaced a maximum of 16"O.C. f5l�8!11 barrier ger Florida Fasteners shall have a minimum edge distance of 3/8". Building Code Section 1404.2 HARDIEPLANK,CEMPLANK,PREVAIL LAP SIDINGthick/5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTIONPRODUCT RENEWED ood sheathing fastened to as complying with the Florida metal studs as described in James Hardie 13Products,Inc. EJm 10901 lm A Building Code Note 1 _ venue NOA-No. 17-0406.06 Fontana,CA 92337 Expiration 05/01/2022 209a,3.5/8"X 1-518"Metal C-stud Phone:909-3 00 size FscM to trac3 Lvov The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK SOFF 1 By by the Architect or Engineer of Record in Mtam d Product Control compliance with the Florida Building Code. 'Creator.E,Gonzales SCA4e 112"-1'-0" Date:4/24/2013 ;;ET 7 OF 12 r «�6.00in. 16 in.OC Cladding 1 6.00in. ' Framing •{ 6.00in.00 Sheathing PRODUCT RENEWED as complying with the Florida i Building Code NOA-No. 17-0406.06 T Expiration D to 05/01/2022 • By I I II i {II+ Miami- a Product Control I,IOGM1A ------ � 'I itEV LSFD `,,�1 111 aW complyii*w ilb the fkwidks a'yplyio%With da Fioddr ` CC I'.lm-{ding CAele CoAe I �� w Ie I3 c �I•Qi No 0, 121 _7— � ,iXkc4 r.oducr c7oatrol �t3�Atoduer .I �-off= ATE OF �� s8.25in. I Y�.r G�C,X �iVA1.E ■ NOMINAL 20 GAUGE 3-518"X 1-S/8"STEEL STUDS 16" O.C.FASTENED WITH 518"LONG RIBBED BUGLE HEAD SCREWS(2 PER TOP AND BOTTOM ECONNECTION)TOBE DESIGNED THE WALL AND SOFFIT FRAMES ARE TO FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE ■ BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATI,��NG • NOMINAL 5/8"THICK/5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6"OC AT-PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18,0.315"HEAD DIAMETER X 1-1/4'LONG BUGLE HARDIEPL.ANK,CEMPLANK,PREVAIL LAP SIDING HEAD SCREW cLADDiNG INSTALLATION DETAILS METAL STUD CONSTRUCTION ■ PLANKS OVERLAP 1-1/4" ■ THE EXPOSURE IS S 8-114" James Hardie Building Products,Inc. ■ THE PLANKS ARE FASTENED WITH NO.8-18,0.315" 10901 Elm Avenue HEAD DIAMETER X 2-114'LONG CORROSION- , Fontana,CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS(SCREW SHALL HAVE AT LEAST 3 FULL THREADShone:909.356-6300 SIZE PscM No DWG NO tii<v PENETRATING THE METAL FRAMING),PLACED 3/4"UP Fax 909-427-0634 A PNL-PLK SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator.E.Gonzales scute 111=11.0" Date:4/2412013 sNaEr 8 OF 12 STUD LOCATION ' ^ -WALL LENGTH P-R-QDUC | Stud Spacing B*--- nonasbestos fiber-cement products tested in accordance with ASTM G1 186 Grade 11,Type A Building Code. Width Length Thickness Wood Studs WALL HardieSofft Installation DesIgn PressureAr,Cemaffit Wood b Nails at 4"0,C, ftyp.)pRODUCT REvijsED 318"Minimum Edge Distance ft CC"90Y&%with At Flo" NX STATE OF gy Soffit fastener,as m Ailn'stallation shO be done In conformance with this Notice of Acceptance,the manufacturer's described in Note I Installation recommendations,and the applicable sections of the Florida Building Code. PRODUCT RENEWED . Wood studs where HardieSctfit,Gemsoffit�Mll be installed shall be designed by an Engineer or as complying with the Florida Architect per the Florida Building Code and the requirements cf this N.OA Building Code a The soffit shall be installed over minimum 2'%4"S-P-Fw000 studs spaced a maximum of IIVO.C, NOA-No. 17-0406.06 HardleSoffit,Cemsoffit . [Note 11 The soffit fastener shall be a 2'long,0.=*head diameter,0.092"shank diameter, Expiration,&e05/01/2022 corrosion resistant siding nail;the fasteners shall be spaced at 41 O.C.at panel edges and intermediate studs;the fasteners shall be driven into wood studs located at 16"O'C. By a Fasteners shal(have a minimum edge distance of 3/8"and a minimum clearance of 2"from comers. Miami-15a;("roduct Control INSTALLATION DETAILS WOOD STUD CONSTRUCTION Minimum TX 4"S-P-F Wood Studs James Hardie Building Products,Inc. The wall and soffit frames-are to be 10001 Elm Avenue designed by the Architect or Fontana.CA 92337 Engineer of Record in compliance Phone:909-356-63DO SJZF- FSCM NO DM NO REV with the Morida Building Code. FM 909-427-06M A PNL-PLK-SOF t 4.00in. 16,00'n Cladding Framing PRODUCT RENEWED as complying with the Florida , Building Code NOA-No. 17-0406.06 Expiratlon Da 05/01/2022 • By ' • 4.00i11.� Miami- Product Control nii�/i}/���r • PRcbvcraEvmED PRODg7CC8ESR5ED 11 ` �n' a tom*CAW with the t7eriQa ffi�,y„q with tate Fla" + O�ItFitt�1<' %ilding Coot: • AmepWO • Aooeptmoi No U3 E DW F iratiott Dile. Q 17 G1 No. ti1ii11ti f..wbA Caeool By Mian'Ude Ptoaact Cnarol STATE OF .• SCO R1aP�'���`���/ • SS10NAl �e;� '�� FRML NOMINAL 2"X 4"S-P-F WOOD STUDS 16"O.C.FASTENED WITH 3-1/2" 16d COMMON NAILS(2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDWK; THE SOFFIT IS FASTENED WITH 2"LONG,0.223"HEAD HARDIESOFFIT,CEMSOFFIT PANEL DIAMETER.0.092"SHANK DIAMETER,CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS,PLACE NAILS 4"O.C.AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products,Inc. 10901 Elm Avenue Fontana,CA 92337 Phone:909-356-6300 SIZH FSCMNO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator.E. Gonzales SCALE 1"=1=0" Date:4/24)2013 sr+eer 10 0512 WALL.LENGTt-1 RRODUGT gE�C_RII?TIQN Stud SpaGng at 16"O.C. SEF HarclieSoffit4D&Cemsofflt®materiels BE DETAIL A are nonasbestos flber-cement products tested In accordance with ASTM C1186 Grade II,Type A and meeting the i --�-- -, 1 I' Y I.• ?•I ! �\ �) requirements of the Florida Building 1„PRODUCT RENEWED Code. gas complying with the Florida DD�141� ! !.:Building Code 20g3,3•$/8”X 1-5/8" SOFFTj 15LQh(S. + ,! NOA-No. 17-0406.06 , Width Length Thickness WALLI t! + + Metal Gstud HEI GH .E i i �) I Expiration D8 05/01/2022 i 4' 8' Y." { i + HardieSoitit, DES(C= SURERATINffi ►• Mlaml-D d roduct Control + CEmsofnt Installation Design Pressure Metal Studs _55"9). t. O G"A - B j ,+- SECTION E3� t POWCt;REv1SEA �� - M. Z mans at r O.C_(typ.} s° "p' a s tea. �`' No s� - 318"Minimum Edge Distance �s� �No f.3.041.e 121 j T30 Amm"no Not, JR, 17 STAT OF ,J A_EIA_4..A Hf >��dre+�,��. 3 ban �c P.vdectCaitroi ` �'�`�+'• ��Qpp j�P• ,���� /y ``` )Vias mss,- ••r7.....• (1/ti1 E1Rja(ESOFFC ,.PE.MSOFFI7PA,1a,1=L IIVSTALj_Aff IOI�DEfA1L$ All Installation shall be done in conformance with this Notice of Atanefk!!I' Mra{lufacturer's installation recommendations,and the applicable sections of the Florida Building Code. \ Soffit fastener,as ■ Metal studs where HardieSoffit,Cemsoff t will be installed shall be designed by an Engineer or described in Note 1 Architect per the Florida Building Code and the requirements of this N.O.A: 1 ■ The soffit shall be installed over minimum 20ga,Nominal 3-518"X 1-5/8"Metal C-studs spaced HardieSoffit, Cemsoffit a maximum of 16"O.C. ■ [Note 11 The sofft fastener shall be a minimum No.8-18,0.315"head diameter X 1-114'long* ribbed bugle head screw(*or screw shall have at least 3 full threads penetrating metal ` J framing),the fasteners shall be spaced at 6"O.C.at panel edges and Intermediate studs;the fasteners shall be driven into metal studs located at 16"O.C. Fasteners shall have a minimum edge distance of 3/8"and a minimum clearance of 2"from \ / corners. HARDIESOFFIT•CEMSOFFIT PANEL i� INSTALLATION DETAILS MEfALSTUD CONSTRUCTION James Hardie Building Products,Inc. 20ga,3-5/8"4 1-5/8"Metal C-stud 10901 Elm Avenue j The wall and soffit frames are to be Fontana,CA 92337 L—designed by the Architect or Engineer Phone:909.355-6300 RIZE PSCM No owo No Rev of Record In compliance with the Fax 909-427-0634 A PNL-PLK-SOFF 1 Florida Building Code, Creator,E.Gonzales SCALE' 112"a 1'�0" Date:•4124/2013a► r 11 OF 12 6.001n. 16.001n, Cladding Framing r • ' 6.001n. REVISED PRODUCT RENEWED MC'6*yODUCt' �1dy"w"1he-Fbtiia MppQ?Ct t;toASED as complying with the Florida odmiogCc& w"woykgwj&*9Yforids Building Code ppoeMterNe)doTs' 1 Bollbn6C,o� IIIIlIJJJ��ii.�,, Noa�lo. 17-0406.06 Al`iD /3 L►3N.�� �lllr AWA neesr17 _ Expirationonto 05/01/2022 Rr M i EfA�C+atr„oral By F •••' �� Brat l +ar«+tAl 21 Miarni--DAdf Product Control t Mo 2 -!tc 1'� FLOR��P' Fl SSlONQ 1 � FRAN(ING Jiii/J!1 ■ NOMINAL 20 GAUGE 3-5/8"X 1.6/8”STEEL STUDS 16"O.C. FASTENED WITH 818`WAFER HEAD SCREWS(2 PER TOP FOR METAL AND WOOD STUDS,PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL(MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) a THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CJA�DING HARDIESOFFIT,CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18,0.315"HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER 1-114'LONG CORROSION RESISTANT RIBBED @ - BUGLE HEAD SCREWS(SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products,Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6"O.C.AT PANEL EDGES AND INTERMEDIATE _ 10901 Elm Avenue STUDS Fontana, CA 92337 Phone:909-356-5300 SIZE FSCM NO DM NO REV Fax 900-427-0634 A PNL-PLK-SOFF . 71 Cretitor. E.Gonzales SCu.S 1°=3'-0" Date:4124/2013 SHFI; 12 OF 12 r J. OFFICE COPY PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE®BRAND FIBER-CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4,ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6,ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR,THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA&ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 714-292-2602cc � 714-847-4595 FAX A�• SZP OP �?ti�,�� cF 0 11 SS1 /Il/11' // -.,,0 , 7 l/ RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel®Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel@;Siding.CempaneM Siding,Prevail-Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel(Cempanel,Prevail Panel)siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1.Intertek Report 3067913(ASTM C1186)Material properties HardiePanel Siding 2.Ramtech Laboratories Report IC-1270-94(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch vide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3.Ramtech Laboratories Report IC-1271-94(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4.Ramtech Laboratories,Inc.Report 10868-97/1475(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d,0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 5.Ramtech Laboratories,Report IC-105489(ASTM E330)Transverse Load Test,1/4'Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in.long X 0.323 in head diameter ribbed bugle head screw 6.Ramtech Laboratories,Report IC-1055-89(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch vide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in,long X 0.323 in head diameter ribbed bugle head screw 7.Ramtech Laboratories,Report 11149-98/1554d(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETSF 0.100 in.knurled shank X 1.5 in.long X 0.25 in.head diameter pin fastener 8.Ramtech Laboratories Report IC-1273-94(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9.Ramtech Laboratories Report IC-127494(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10.Ramtech Laboratories,Inc.Report 10868-97/1475(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d,0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11.Ramtech Laboratories Report IC-1057-89(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in.long X 0.323 in head diameter ribbed bugle head screw 12.Ramtech Laboratories Report 1128499/1580(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 and 24 inches on center with a ETBF 0.100 in.knurled shank X 1.5 in.tong X 0.25 in.head diameter pin fastener ,,,���ii'��•0GAINq 1 i STATE OF �c� L` M. 2 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a,Results of Transverse Load Testing Fastener Sparing n. Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Agency (in.) (n.) Frame T (n.) Supports Supports Fastener T (PSF) (PSF IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 6 6 6d common -149 -49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 4 4 6d common -236 -78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 6 6 6d common -94 -31.3- IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 4 4 6d common -143 -47.7 10868.9711475 Ramtech 0.3125 48 2X4 wood,SG i 0.36 16 4 8 4d,0.091 in.shank X 0.225 in. -90 -30.0 HD X 1.5 In.long ring shards nal IC-1054-89 Ramtech 0.25 48 Min.No.20 gauge X 3.625 in.X Min.No 16 6 6 head 8di X I in. ribbed XX 0.323 n 1.375 in metal stud bugle -169.9 -56.6 head screw Min.No.20 gauge X 3.625 in.X Mn.No 8 X 1 n.long X 0.323 n IC-1055 89 Ramtech 0.25 48 1.375 n metal stud 24 6 6 head diameter ribbed bugle -91.9 -30.6 head screw Mn.No.20 gauge X 3.625 in.X ET&F 0.100 nnurnk .knurled shaX 11148 98/1554d Ramtech 0.3125 48 1,375 In metal stud 16 4 8 1.5 in.long X 0.25 in.head -170 -56,7 diameter pin fastener Min.No.20 gauge X 3.625 In.X ET&F 0.100 n.knurled shank X 11149 98/1554d RerMech 0.3125 1,375 in metal stud 24 4 8 1.5 in.long X 0.25 in.head -101 -33.7 diameter pin fastener 1.Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardlePanel Siding complies with ASTM C1186,Standard Specification for Grade 11,Type A Non-asbestos Fiber-Cement Flat Sheets, Table 1 b,Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls''x Easterner Spacing in. Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test A9 (in.) (in.) Frame T (in.) Supports Supports Fastener T (Pit) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 1 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 4 4 6d common 637.5 212.5 10868-9711475 Ramtech 0.3125 48 2X4 wood,SG 2 0.36 16 4 8 4d,0.091 in.shank X 0.225 in. 595.4 198.5 HD X 1.5 in.long ring shank nail Min.No.20 gauge X 3.625 in.X Min.No 8 X 1 tn.long X 0.323 in IC-1057-89 Ramtech 0.25 48 1,375 in metal stud 16&24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Mn.No.20 gauge X 3.625 in.X ET&F 0.100 n.knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in.long X 0.25 in.head 1227.0 153.4 diameter pin fastener Min.No.20 gauge X 3.625 in.X ET&F 0.100 in.knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in.long X 0.25 in.head 1060.0 132.5 . . I I I I i I I diameter pin fastener 1.All board edges shall be supported by framig.Panels shell be applied with the long dimension either parallel or perpendicular to studs. 0 0, 11114rx" 2.The mardmun height-to4ength ratio for construction n this Table is 2:1. '(i � 3.In the steel framed assemblies the allowable load is based on the average bad at 1/8 inch net deflection. �1 n�.0 GA"V4 - sS�ONA 3 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber-cement siding transverse load capacity(wind load capacity)is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on tactor of safety of 3,allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design,and therefore should be used with combination loading equations for Allowable Stress Design(ASD). By using the combination loading equations for Allowable Stress Design(ASD),the tested allowable design loads for fiber-cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1 A.Figure 26.5-1 B.and Figure 26.5-1 C. For this analysis.to calculate the pressures in Tables 3,4,and 5.the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'K,'K„'Kd'Vz (ref.ASCE 7-10 equation 30.3-1) q, velocity pressure at height z K, velocity pressure exposure coefficient evaluated at height z K„ topographic factor K,.wind directionality factor V basic wind speed(3-second gust MPH)as determined from[2015 IBC,2017 FBC]Figures 1609.3(1),(2),or(3);ASCE 7-10 Figures 26.5-1A,B, or C Equation 2, V=V,, (ref 2015 IBC 8 2017 FBC Section 1602 1 definitions) VW,ultimate design wind speeds(3-second gust MPH)determined from[2015 IBC,2017 FBC)Figures 1609.3(1),(2),or(3),ASCE 7-10 Figures 26.5-1 A.B.or C Equation 3, p=q,'(GCp GCp) (ref ASCE 7-f0 equation 30.6-1) GC,,product of external pressure coefficient and gust-effect factor GC,,product of internal pressure coefficient and gust-effect factor p design pressure(PSF)for siding(allowable desgn load for siding) To determine design pressure,substitute q,into Equation 3, Equation 4, p=0.00256'K,'Kr'K,'V,,2'(GCp GCo;) Allowable Stress Design,ASCE 7-f0 Section 2.4.1,load combination 7 Equation 5, 0.6D+0.6W (ref ASCE 7-10 section 2.4 1,load combination 7) D dead load W wind load To determine the Allowable Stress Design Pressure,apply the load factor for W(wind)from Equation 4 to p(design pressure)determined from equation 4 Equation 6, p„d=0.6'[p] Equation 7, p_,=0.6'[0.00256-K;K„'K,'V,,''(GCp GCo;)] Equation 7 is used to populate Table 3,4,and 5 To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6,solve Equation 7 for V_ Equation 8, V,.=(p,,,f0.6'0.00256'K;K„'K,'(GCo GC,))05 Applicable to methods specified in Exceptions 1 through 3 of[20151BC,2017 FBC]Section 1609.1.1.,to determine the allowable nominal design wind speed(Vasd)for Hardie Siding in Table 6,apply the conversion formula below, Equation 9, V.,d=V.'(0.6)°a (ref 2015 IBC 8 2017 FBC Section 1609.3.11 V,aj,Nominal design wind speed(3-second gust mph) (ref 2015 1BC 8 2017 FBC Sectionj#81 ,/i��� Table 2,Coefficients and Constants used in Determining V and p, (011l, \•OGA�•q K, Wall Zone 5 Height(ft) Exp B Exp C Exp D Kr K, GC GC ,`� •. 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 �N 20 0.7 0.9 1.08 1 0.85 ---1.4 0.18 25 0.7 0.94 1.12 1 0,85 -1.4 0.18 * �, 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 i 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 ••, 7 •�•L ,� 40 0.76 1.04 1.22 1 0.85 -1_4 0.18 45 50 078 5 1'0 95 112 5 27 1 0.85 -1.4 0.18 .._ .AO ,•••.Ft O n,OrA'. •\`�����` 55 0. r 83 1.11 1.29 1 0.85 -1.4 0.18 �'�n S~ ; ' 60 0. 1.13 1.31 1 0.85 -1.4 0.18 Oil i:IJ T 100 0.9999 1.26 1.43 h>6D 1 0.85 -1.8 0.18 I 4 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info(Mam esh a rdie.com Table 3,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category B, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) B B B B 8 B B B B B B B B 9- 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 46.8 -52.1 -57.8 53.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 46.8 -52.1 -57.8 -63.7 25 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 38.6 -43.5 -48.8 -54.4 -60.2 -66.4 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 -40.1 -45.3 -50.8 -56.6 -62.7 59.1 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 -42.8 48.3 -54.1 -60.3 66.8 --73.7- 55 73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 33.6 -38.5 -43.8 -49.5 -55.560 77T -TTIS 51.8 68.5 5 - 1. - - .4 9. - 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -112.9 Table 4,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wind Speed 3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) C C C C C C C C C C C C C C 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 43.6 -49.6 -56.0 -62.8 -70.0 -77.6 -&5.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9- 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -64.9 -62.0 -69.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 1-29.1.-31.61 -37.1 -43.1 -49.4 -56.2 -53.5 -71.2 -79.3 -87.9 -96.9 50 -22.5 -24.6 -27.2 -29.7 -32.4 -38.0 44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 56.2 -74.2 -82.7 -91.6 -101.0 2. 100 -32.6 -35.9 -39.4 1-43.11-46.91 -55.0 -63.8 -73.3 -83.4 -94.1 -105.5 -117.6 -130.3 -143.6 Table 5,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category D, Wind Speed 3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Heigh(ft) D D D D D D D D D D D D D D 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 59.1 -66.8 -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 40.4 46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 -41.5 48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 42.5 49.3 -56.6 -64.4 1 -72.7 -81.5 -90.9 -100.7,-111.01 45 -25.7 -28.3 -31.1 -34.01-37.01 43.4 1 -50.3 1 -57.8 T -65.7 1 -74.2 1 -83.2 -92.7 -102.71-113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 2. -35. -3 . 1 100 -37.0 -40.8 -44.7 1-48.91-53.21 -62.5 72.5 -83.2 -94.6 -106.8 -119.8 -133.4 -147.9 -163.0 Tables 3,4,and 5 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 Florida Building Code �14 111 100 AWA Y o ` 121 •�� � • F c� ssio 5 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com ,i111(1�t0GAWq���':, Table 6,Allowable Wind Speed(mph)for HardiePanel Siding(Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)r 2015 IBC,2017 FBC 2015 IBC,2017 FBG Allowable,Ultimate Allowable,Nominal Design Wind,Speed, Design Wind,Speed, A: sjkjj 0f VV v.5.6, •, ,S� !,e _ J t"� (3-second gust mph) 3-second gust mph) - �On-•. F�0 RVO •• ,'• Applicable to methods Applicable to me6tods = ^F(1(•••••••••••• s sped in IBC, in Exceptions 1 20177 FecI Section ion 1609.1.1.as deherrrrrod by ttvnx*2017 3 of20l61BC. Figures 1609.3(1),(2),or 18OCI Section. (3)' Coefficients used In Table 6 calculations for V. ;186 Wind exposure cat Sidra K Product Width Fastener Fastener Frame Swa Building Allowable Product Thickness (inches) T Spacing T Sparing Height''' C D B C D Load sign (inches) ) YPe D Type (inches) (feet) Load (PSF) FV B Exp c F�o K. w cc cc 0-15 168 153 144 130 118 49.7 0.7 0.85 1.03 hs80 1 0.861-1.4 0.18 20 164 149 144 127 116 -49.7 0.7 0.9 1.06 1 0.85 -1.4 0.18 X178 160 147 144 124 114 -19.7 0.7 0.94 1.12 t 0.85 -1.4 0.18 157 144 144 121 112 -49.7 0.7 0.96 1.18 t 0.85 -1.4 0.78 2X4 154 142 141 120 110 -49.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePenel® 5/16 48 mon 6 wood 16 152 141 138 118 109 -49.7 0.76 1.d1 t.22 1 0.85 -1.4 0.16 Heat-Fir 150 139 136 117 108 -49.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 149 138 134 115 107 -49.7 0.81 1.09 1.27 1 0.6.5 -14 0.18 147 137 132 114 106 -49.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 146 136 130 113 105 -49.7 0.95 1.13 1.31 1 0.85 -1.4 0.18 124 116 108 96 90 -49.7 0.99 1.26 1 1.43 h>60 1 0.851-1.8 0.18 0-15 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 h560 1 0.851-1-4 0.18 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0.1151-1.4.0.18 25 233 201 185 181 156 143 -7e.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 233 197 181 181 153 140 -78.7 0.7 0.98 7.18 1 0.85 -1.4 0.18 2X4 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 t 0.85 -1.4 0.18 HardiePane* 5/16 48 4 wood 16 40 224 192 177 174 148 137 -78.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 common Hem-fir 45 220 189 175 171 147 136 -78.7 0.785 1.065 1245 t 0.65 -1.4 0.18 50 217 187 173 168 145 134 -78.7 0.81 1.09 127 1 0.85 -1.4 0.18 55 214 185 172 166 144 133 -78.7 0.63 1.11 1.29 1 0.85 -1.4 0.78 60 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 175 155 146 136 120 113 -78.7 0.99 1.28 1.43 h>60 1 10.1551-1.8 0.18 0-15 147 134 121 114 103 94 -31.3 0.7 0.85 1.03 h980 1 0.851-1.4 0.18 20 147 130 119 114 101 92 -31.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 147 127 116 114 98 90 -31.3 0.7 0.94 1.12 1 0.851-1.4 0.18 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.851-1,4 0.18 2X4 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1 0.851-1.4 0.18 HaMiePanel® 5/16 48 common 6 wood 24 40 141 121 112 109 94 86 -31.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Hem-Fir 45 139 119 110 108 92 86 -31.3 0.785 1.085 1245 1 0.8,5 -1.4 0.18 50 137 118 106 91 J1.3 0.81 1.09 1.27 1 0.05 -1.4 0.18 55 135 117 105 91 -31.3 0.93 1.11 1.29 1 0.8.5 -1.4 0.18 60 134 116 103 90 -31.3 0.85 1.13 1.31 7 0.8.5 -1.4 0.18 100 111 86 -31.3 0.99 1.26 1.43 M80 1 0.65 -1.8 0.18 0-15 182 165 150 141 128 116 -47.7 0.7 o.a.5 1.03 h980 1 0.85 -1.4 0.18 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 10.85 -1.4 0.18 30 182 154 141 141 119 109 -47.7 0.7 0.98 1.16 1 0.&5 -1.4 0.18 2X4 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 0.8.5 -1.4 0.18 HardiePartel® 5/16 48 Common 4 wood 24 40 174 149 138 135 116 107 -47.7 0.76 1.04 1.22 1 0.65 -1.4 0.18 Hem-Fir 45 172 147 136 133 114 106 -47.7 0.785 1.065 1245 1 0.85 -1.4 0.18 50 169 146 135 131 113 105 -47.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 167 144 134 129 112 104 -47.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 165 143 133 128 111 103 47.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 137 121 114 106 94 88 -47.7 0.99 1.26 1.43 tv60 1.0.851-1.8 0.18 0-15 144 131 119 112 101 92 -30.0 0.7 0.9.5 1.03 hs80 1 0.851-1.4 0.18 R40 144 127 116 112 98 90 -30.0 0.7 0.9 1.06 1 0.851-1.4 0.18 4d,0.091 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.65 -1.4 0.18 in.shank X 144 122 112 112 94 87 -30.0 0.7 0.96 1.16 1 0.651-1.4 0.18 2X4 141 120 111 109 93 86 -30.0 0.73 1.01 1.19 1 0.85 -1.4 0.16 HardiePenel® 5/16 48 HD X 5 8 e wood 16138 118 107 92 - -30.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 in.DXking ringSG20.36 136 117 - 105 91 - -30.0 0.785 1.055 1.245 1 0.85 -1.4 0.18 sank na4 134 116 - 104 89 -30.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 132 114 103 89 -30.0 0.83 1.11 1.29 1 0.65 -1.4 0.16 60 131 113 101 88 -30.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 -30.0 0.99 1.26 1.43 h�60 1 0.85 -1.8 0.18 6 • • RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com 2015 IBC,2017 FBC 2015 IBC,2017 FBC Alowable,Ultimate Allowable,Nominal Design Wind,Speed, Design Wind,Speed, 6 5.6 Vy , V d (3-second gust mph) (3-second gust mph) Applicable to methods Applicable,to methods specified F in]015 Section 80, specified in Excepbon8 1 2017 FBC)Section thaw 3 of[2015 IBC, Figure 11.as 9.3x)(2),by Figures M9.3(1),(2),or 2017 FBC)Section1609.1.1. (3) Coefficients used in Table 6 calculations for V. Wind a sure category Wind a sure category Siding Ka Product Stud Allowablei Product Thickness Width Fastener Fastener Frame Spacing Type pacing HeBuilding gM 7 B C D B C D Design (inches) (inTSpacing Type (inches) (feet) Load (PSF) Exp S Exp C Exp D Ka Ka GC, G 0-15 198 180 163 153 139 126 -56.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 018 Min.No 8 X 20 198 175 159 153 135 123 -56.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 1 in.long X Min.No. 25 198 171 157 153 132 121 -56.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.323 n 20 ga. 30 198 167 154 153 130 119 -56.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 head (33 mill)X 35 194 165 152 150 128 118 -56.6 0.73 1.01 1.19 7785 -1.4 0.18 HardiePaneW 1/4 48 diameter 6 3.625 in. 16 40 190 162 150 147 126 116 -56.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed X 1.375 45 167 161 148 145 124 115 -58.6 0.7315 1.085 3245 1 0.85 -1.4 0.78 bungle head in meld 50 184 159 147 143 123 114 56.6 0.81 1.06 1.27 1 0.85 -t.a 0.18 stud 55 182 157 146 141 122 113 -56.6 0.83 1.11 1.29 1 0.85 -1.4 o.te scr�v 60 180 156 145 139 121 112 -58.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 115 102 96 -56.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0.15 146 132 120 113 102 83 -30.8 0.7 0.65 1.03 hs60 1 0.85 -1.4 0.18 Min.No 8 X 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 t o.85 -1.4 0.18 1 n.long X Mn.No. 25 146 126 115 113 97 89 -30.6 0.7 0.94 1.12 t 0.85 -1.4 0.19 0.323 in 20 ga. 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 t 0.85 -1.4 0.18 (33 mi)X 35 143 121 112 110 94 86 -30.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel® 1/4 48 diameter 6 3.625 in. 24 40 140 119 110 108 93 85 -30.6 0.7a 1.04 1.22 1 0715 -1.4 0.18 rubbed X 1.375 45 137 118 - 106 91 -30.6 0.785 1.095 1245 t 0.85 -1.4 0.18 twgk head n metal 50 135 117 105 90 -30.8 0.81 1.09 1.27 1 0.85 -1.4 0.12) stud 55 134 116 104 90 -30.6 0.83 1.11 1.29 7 0.85 -1.4 0.18 SCfeWi 60 132 115 102 89 -30.6 0.85 1.13 1.31 1 0.85-1-41-01-8 100 -30.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 ETBF 0-15 198 180 163 153 139 127 -56.7 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 0.100 n. 20 198 175 160 153 135 124 -56.7 0.7 0.6 3.08 -L.285 -1.4 0.18 krhrkd Min.No. 25 198 171 157 153 132 121 -56.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 2008. 30 198 167 154 153 130 119 -56.7 0.7 0.89 1.16 1 0.85 -1.4 0.18 1.5 in.krng 4 e (33 mi)X 35 194 165 152 150 128 118 -56.7 0.73 1.01 1.19 1 D.a5 -1.4 0.18 HardiePaneM 5/16 48 3.625 n. 16 40 190 163 150 147 126 116 -56.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X head n. 8 field X 1.375 45 187 161 149 145 124 115 -56.7 0.785 1.065 1.2x5 1 o.as -1.4 0.18 �� in metal 50 184 159 147 143 123 114 -56.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 diameter pin stud 55 182 157 146 141 122 113 -56.7 0.83 1.11 3.29 F1 0.85 -1.4 0.18 fasterneu2 60 180 156 145 139 121 112 -56.7 0.85 1.13 1.31 1 o.85 -1.4 0.18 100 149 132 124 115 102 96 -56.7 0.99 126 1.43 h>60 I t 0.85 -1.8 0.18 ET&F 0-15 153 139 126 118 107 98 -33.7 0.7 0.85 1.03 hMW 1 0.85 -1.4 0.18 0.100 in. 20 153 135 123 118 104 95 -33.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 knurled Mn.No. 25 153 132 121 118 102 94 -33.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 20 ga. 30 153 129 119 118 100 92 -33.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 1.5 in.long 4 edge (33 mil)X 35 150 127 117 116 99 91 -33.7 0.73 1.01 1.19 1 0.65 -1.4 0.18 HardiePaneM 5/16 48 X 0.25 In. 8 field 3.625 in. 24 40 147 125 116 114 97 90 -33.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 head X 1.375 45 144 124 115 112 96 89 -33.7 10.785 1.055 1.245 1 555 -1.4 Fill diameter in metal 50 142 122 113 110 95 88 -33.7 1 0.81 1.08 1.27 1 0.85 -1.4 0.18 pin stud 55 140 121 113 109 94 87 -33.7 0.83 1.13 1.29 1 0.85 -1.4 0.18 fastener' 60 139 120 112 107 93 67 -33.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 115 89 -33.7 0.99 326 >80 110.851-1.8 0.18 1,S.she parreVate the metal;tkV at least three full treads. 1 A'i� 2.Knurled shank pins shat penetrate the metal framing at least 1/4 Inch. A 1 1)11 ` 0 G A 1 y 3.Building height=mean roof height(in feet)of 8 budding,except that save height shall be used for roof angle O less than or equal to 10•(2-12 roof slepe)�! �• 4.V,i,=ultimate design wind speed !1 5.V d=nominal design wind speed \! 6.Linear Interpolation of building height IS 60 ft)and wind speed is permitted. \\ 7.Wird speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CdC Part 1 and Pan 3:Kn=1,Kd=0.85,GCo 1.4(hsW),GCp=l.\(h>60) LIMITATIONS OF USE: 1)Fastener pullout must be evaluated when installed a spedes of wood studs other than that which was tested. 2)In High Velocity Hurricane Zones(HVHZ)Instal per Miami-Dade County Florida,NOA 17-0406.06 ` ('/ON . 1' 7 ��/�'✓//J/ 1 T RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2684-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com OFFICE COPY PROJECT RIO-2684-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE®BRAND FIBER-CEMENT SOFFIT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1, RESULTS OF TRANSVERSE LOAD TESTING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 3 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED(MPH) FOR HARDIEPANEL SIDING 5-6 LIMITATIONS OF USE 6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7- 10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. too GAN PREPARED BY: 1 RONALD I. OGAWA&ASSOCIATES, INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH, CA 92649 ; ,p . STATE OF 4t 714-292-26020�•., 400)Q • tit, `1 714-847-4595 FAX FSS�oNav�,+ ' 1 1 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2684-17 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardieSoffit@ Panels James Hardie Product Trade Names covered in this evaluation: HardieSoffit@`Panel,CemSoffit3,Panel EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust vend speed to be resisted by an assembly of HardieSoffit(Cemsoffit)panel fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1.Inlertek,Report 3067913,(ASTM C1186)Material properties HardieSoffA Panels 2.Ramtech Laboratories,Inc.Report 11436-99/1608(ASTM E330)Transverse Load Test,1/4"Thick by 16 inch wide HardieSoffit Vented Panels installed on 2X4 SG=0.4 wood studs spaced at 24 inches on center with a 1-1/2 inch long by 0.083 inch shank diameter by 0.187 inch head diameter ring shank nail 3.Ramtech Report IC-1228-93(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wade HardieBacker*Panels installed on 2X4 Hem-Fir wood studs spaced at 16 inches on center with a 6d common nail 4.Ramtech Report IC-1054-89(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wade Hardt7ex•Baseboard installed on 2X4 20 gauge metal studs spaced at 16 inches on center veth a No.8 X 1"Long X 0.323"Head Diameter Bugle Head Screw 5,Ramtech Report IC-1055-89(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wide HardiTex'Baseboard installed on 2X4 20 gauge metal studs spaced at 24 inches on center weth a No.8 X 1"Long X 0.323"Head Diameter Bugle Head Screw 'HardieBacker and HardiTex panels and HardieSoffit panels are identical in composition,dimension,and manufacturing method.Therefore,results for Transverse Load tests on HardieBacker and HardiTexapply to HardieSoffit. TEST RESULTS: Table 1,Results of Transverse Load Testing Fastener Spacing (lo) Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (PSF) (PSF) 11436-99/1608 Ramtech 0.25 16 2X4 wood SG=0.40 24 8 8 1.5 in,long X 0.083 in.shank X _249 -83.0 0.187 in.HD,ring shank nail IC-1228-93 Ramtech 0.25 48 2X4 wood Hem-Fir 16 6 6 6d common nail -140 -46.7 No.8 X 1 in. long X 0.323 in. IC-105489 Ramtech 0.25 48 2X4 20 gauge metal 16 6 6 head diameter ribbed bugle -169.9 -56.6 head screws No.8 X 1 in. long X 0.323 in. IC-1055-89 Ramtech 0.25 48 2X4 20 gauge metal 24 6 6 head diameter ribbed bugle -91.9 -30.6 head screws 1.Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardieSoffit Panel complies with ASTM C1186,Standard Specification for Grade ll, Type A Non-asbestos Fiber-Cement Flat Sheets pGAWq 1 21 S�dof cc App FL 0 go SS10NA\V 2 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-26B4-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-886-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber-cement siding transverse load capacity(wind load capacity)is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3.allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design,and therefore should be used with combination loading equations for Allowable Stress Design(ASD). By using the combination loading equations for Allowable Stress Design(ASD),the tested allowable design loads for fiber-cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-t A.Figure 26.5-1 B,and Figure 26.5-1 C. For this analysis.to calculate the pressures in Tables 3,4,and 5,the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'K,'K„'Kd'V (ref ASCE 7-10 equation 30.3-1) q,,velocity pressure at height z K,,velocity pressure exposure coefficient evaluated at height z K, topographic factor Kd wind directionality,factor V,basic wind speed(3-second gust MPH)as determined from 12015 IBC,2017 FBC]Figures 1609.3(1),(2)or(3);ASCE 7-10 Figures 26.5s1A,B, or C Equation 2, V=V,,, (ref 2015 IBC 8 2017 FBC Section 1602 1 definitions) Va,ultimate design wind speeds(3-second gust MPH)determined from 12015 IBC,2017 FBC]Figures 1609.3(1),(2)or(3);ASCE 7-10 Figures 26.5-1A,B.or C Equation 3, p=q,•(GCp GCp,) (ref.ASCE 7-10 equation 30 6-1) GCp,product of external pressure coefficient and gust-effect factor GC, product of internal pressure coefficient and gust-effect factor p,design pressure(PSF)for siding(allowable desgn load for siding) To determine design pressure,substitute q,into Equation 3, Equation 4, p=0.D0256•K,*K„'K,*V,z'(GCp GCp,) Allowable Stress Design,ASCE 7-10 Section 2.4.1,load combination 7 Equation 5, 0.6D-0.6W (ref ASCE 7-10 section 2.4.1,load combination 7) D,dead load W,wind load To determine the Allowable Stress Design Pressure,apply the load factor for W(wind)from Equation 4 to p(design pressure)determined from equation 4 Equation 6, p-=0.6•(p] Equation 7, p„d=0.6•(0.00256`K,*Kh Kd'V�''(GC;GCp)] Equation 7 is used to populate Table 3,4,and 5 To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6,solve Equation 7 for V. Equation 8, V,d,=(p_,10.6'0.00256-K,-K,;K,'(GCp GC,))o.s Applicable to methods specified in Exceptions 1 through 3 of 12015 IBC,2017 FBC)Section 1609.1.1.,to determine the allowable nominal design wind speed(Vasd)for Hardie Siding in Table 6,apply the conversion formula below Equation 9, V„d=V.'(0.6)°s (ref 2015 IBC 8 2017 FBC Section 1609.3.1) V„d,Nominal design vend speed(3-second gust mph) (ref 2015 18C B 2017 FBC Section 1602 1) Table 2,Coefficients and Constants used in Determining V and p, 111111/////////�d•� 11 4GAwA - K, Wall Zone 5 11 A\• - Height(ft) Exp B Exp CExp D K„ Kd GC GC \+i ``.••� 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 \\ 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 \\ 25 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 0.76 1.D4 1.22 1 0.85 -1.4 0.18 SKATE OF q 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 J 1 50 0.81 1.09 1.27 1 0.85 -1.4 0.18 ='��••._•• O•..•, \ 55 0.83 1.11 1.29 r 1 0.85 -1.4 0.18 Q •, L O R�••P 60 0.85 1.13 1.31 1 0.85 -1.4 0.16 /C[� ''•••.••• 100 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 CSS'to��` ftt L / 3 • RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-268417 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info(gjameshardie.com Table 3,Allowable Stress Design-Component and Cladding(CSC)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category 8, Wind S 3-secondgust) 100 105 111) 115 120 130 140 150 160 170 180 190 200 210 Height(ft) B B B 8 8 B B B B 8 B B B 9- 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 25 -14.4 -15.9 -17.5 AU -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 :U.-7- 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 -43.5 -48.8 -54.4 -60.2 -66.4- 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 1 -40.1 -45.3 -50.8 -56.6 -62.7 -69.1 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 -42.8 -48.3 -54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 57.6 6 .5 4.0 82.9 -92.4 -102.4 -112.9 Table 4,Allowable Stress Design-Component and Cladding(CSC)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) C C C C C C C C C C C C C C 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -%.0 -62.8 -70.0 -77.6 -85.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -W.D -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 43.1 49.4 -56.2 63.5 71.2 -79.3 87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 15.0 72.9 -81.2 89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 -66.2 -74.2 82.7 -91.6 -101.0 3 - 8-143.6 100 -32.6 -35.9 -39.4 -43.1 -46.9 -55.0 63.8 73.3 83.4 94.1 105.5 -117.6 -130.3 Table 5,Allowable Stress Design-Component and Cladding(CSC)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category D, Wind S 3-second gust) 1D0 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) D D D D D D D D D D D D D D 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -61.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 -59.1 -66.8 -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 -41.5 -48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 42.5 49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7 -111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 -43.4 -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -102.7 A 13.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 86.2 -96.1 -106.4 -117.4 60 --N.g -6g 100 -37.0 -40.8 -44. -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 1-119.8 -133.4 -147.9 -163.0 Tables 3,4,and 5 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 Florida Building Code i ,OGAV-% SF 21 STA OF S/ANAL 4 r RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 ' HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-268417 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 iryfo@pmeshardie.com Table 6,Allowable Wind Speed(mph)for HardieSoffit Panel(Analytical Method in ASCE 7-10 Chapter 30 CdC Part 1 and Part 3)° 2015 IBC,2017 FBC 2015 IBC,2017 FBC Allowable,Ultimate Allowable,Nominal Design Wind,Speed, Design Wind,Speed, VIA V.2b (3-second gust mph) (3-second gust mph) Applicable to methods Apse to rneekods spa 17 F in j Section m Exosptian 1 2017 FBC]Section 1609.1.1.as determined try d"oio 3 of 1201518C, Figwes 1608.3(1),(2)or 2017 FBC)Section (3) 1609.1.1. Coefficierw used In Tale 8 calculations for VW, VMnd a sure CBtegcq Wind exposure categM Siding K, Product Stud Building towable Product Thickness Width Fastener Fastener Frame Spacing Height'E B C D 8 C D � (inches) (Inches) Type Spacing Type (inches) Load (feet) (PSF) Exp 8 Exp C Ev D K. Ke GC, GC, 0.15 240 218 198 186 169 153 -83.0 0.7 0.85 1.03 hs60 1 0.&5 -1.4 0.18 20 240 211 193 186 164 150 -83.0 0.7 0.9 1.08 t 0.85 -1.4 0.18 1.5 in.long 25 240 207 190 186 160 147 -83.0 0.7 0.94 1,12 1 0.85 -1.4 0.18 X 0.083 in. 30 240 203 186 186 157 144 -83.0 0.7 0.96 1.16 1 0.85 -1.4 0.18 shank.X 2X4 35 235 200 184 182 155 142 -63.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 Hardie5offilO 114 16 s an in 8 wood 16 40 23DV21 182 178 152 141 -63.0 0.76 1.04 1.22 t 0.85 -1.4 0.18 HD,ring SG=0.40 45 226 180 175 151 139 -83.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 shank nail `50 223 178 173 149 138 -83.0 0.81 1.09 1.27 1.0.85.-1.4 0.1E 55 220 177 171 147 137 -83.0 0.83 1.11 1.29 I 0.85 -1.4 0.16 60 218 175 169 146 136 -83.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 180 150 139 124 116 -63.0 0.99 1.28 tai h>80 1 0.85 -1.8 0.18 0-15 240 198 186 169 153 -83.0 07 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 240 193 186 164 150 -83.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.5 in,long 25 240 207 190 186 160 147 -83.0 0.7 0.94 1.12 75.85 -1.4 0.18 X 0.083 in. 30 240 203 186 1 186 157 144 -83.0 0.7 D.9e 1716 1 0.65 AA 0.18 shank X 2X4 35 235 200 184 182 155 142 -83.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardieSofflt® 1/4 16 0 187 in 8 wood 24 40 230 197 182 178 152 141 -63.0 0.76 1.04 122 1 0.85,-14 0.18 HD,ring SG=0.40 45 226 194 180 175 75-F 139 -83.0 0.7851 1.065 1.245 7 0.85 -1.4 0.18 shank nae 50 223 192 178 173 149 138 -83.0 0.81 1.09 1 1.27 1 0.86 -1.4 0.18 55 220 190 177 171 147 137 -83.0 0.83 1.11 1.29 1 0.85 -1.4 0.16 60 218 189 175 169 146 136 -83.0 0.85 1.13 1.31 1 0.85 -1.4 D.18 100 180 160 150 139 124 116 -83.0 0.99 128 1.43 fu80 1 0.851-1.8 0.18 0-15 180 163 148 139 126 115 -46.7 0.7 0.85 1.03 hs80 1 0.85 -1.4 0.18 20 180 159 145 139 123 112 -48.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 180 155 142 139 120 110 -46.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 N301810152 140 139 118 108 -46.7 0.7 0.881.18 1 0.85 -1.4 0.18 2X4 150 138 136 116 107 -46.7 0.73 1.01 119 1 0.85 -1.4 0.18 HardieSoffil® 114 48 co�ton 6 wood 16148 136 134 114 106 -46.7 0.76 1.04 122 1 0.85 -1.4 0.18 Hern-Fir 146 135 132 113 104 -18.7 0.785 1.065 1245 1 0.85 -14 0.18 144 134 129 112 103 -46.7 0.81 1.09 1.27 1 0.65 -1.4 0.18 143 132 128 111 103 -46.7 083 1.11 1.29 1 0.85 -1.4 0.16 142 131 126 110 102 -48.7 0.85 1.13 1.31 1 0.8.5 -14 0.18 120 112 105 93 1 87 -48.7 0.99 1 1.26 1.43 M60 t 0.85 -1.810.18 0.15 198 180 163 153 139 126 -56.6 0.7 1 0.85 1.03 hS60 1 0.85 -1.4 0.18 Min.No 6 X 20 198 175 159 153 135 123 -56.6 0.7 1 0.9 1.08 1 0.85 -1.4 0.18 1 in.long X Min.No. 25 198 171 157 153 132 121 -56.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.323 in 20 gauge 30 196 167 154 153 130 119 -56.6 0.7 0.98 1.16 1 0.85 -1.4 0.1E head X 3.625 35 194 165 152 150 128 118L561 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardieSoffitib 1A 48 diameter 6 in.X 16 40 190 162 150 147 126 1160.76 too 122 1 0.85 -1.4 0.1E ribbed 1.375 in 45 187 161 148 145 124 1150.785 1.055 1.245 1 0.85 -1.4 0.18 bugle head metal 50 184 159 147 143 123 1140.81 1.09 127 1 0.65 -1.4 O.tB mow, 3Wd 55 182 157 146 141 122 113 0.83 1.11 129 1 0.65 -1.4 o.1e 60 180 156 145 139 121 1120.85 1.13 1.31 1 0.85 -1.4 0.18 100 148 132 124 115 102 960.9A j N 1 0.851-1.810.181 Ay"; SWE tfllr )d�ty .� \�5I RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-268417 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888542-7343 info&ameshardie.com 2015 IBC,2017 FBC 2015 IBC,2017 FBC Allowable,Ultimate Allowable,Nominal Design Wind,Speed, Design Wind,Speed, 3.5 4,5 V,a ure 3-second gust h) (3-second gust mph) Applicable to methods Applicable to methods specified in[2015 IBC, specified in Exceptions 1 2077 FBC)Sector" through 3 of[2015 IBC 1609.1.1.as determined 2017 FBC)Section Figures 1609.3(1),(2)or 1609.1.1. (3) Cosifichrds usied In ToW 6 calcula8on s for V, V eosure rat WNW exposure categoryl siding K Product Width Fastener Fastener Frame Stud Building Allowable Product Thickness Spacing Heighlz s B C D B C D fig" (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Ka Ka GC G - 0.15 146 132 120 113 102 93 -30.6 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 Min.No 8 X 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1 in.long X Min.No. 25 146 126 115 113 97 89 -30.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.323 in 20 gauge 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 head X 3.625 35 143 121 112 110 94 86 -30.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardieSoffit® 1/4 48 diameter 6 in.X 24 40 140 119 110 108 93 85 --30.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed 1.375 in 45 137 118 106 91 -30.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 bugle head metal 5o 135 117 105 90 -30.6 0.81 1.09 127 1 0.85 -1.4 0.18 screw' stud 55 134 116 104 90 -30.8 0.83 1.11 1.29 t 0.85 -1.4 0.18 60 132 115 102 89 -30.6 0.85 1.13 1.31 1 0.85 -1.4 0.19 100 -30.6 0.99 126 1,4-3-1 h>60 1 10.851-1.8 0.18 1.Screws shall penetrate the metal framing at least three full threads. 2.Building height=mean roof height(in feet)of a building,except that eave height shall be used for roof angle 9 less than or equal to 10°(2-12 roof slope). 3.V,*=ultimate design wind speed 4.V,=nominal design wind speed 5.Linear interpolation of building height 6 60 ft)and wind speed is permitted. 6.Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:V�=1,Kd=0.85,GCp=1.4(h560),GCp=1.8(h>60),GCo,=0.18. LIMITATIONS OF USE: 1)Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2)In High Velocity Hurricane Zones(HVHZ)install per Miami-Dade County Florida,NOA 17-0406.06 '�,,\.0GAW ' o. 2 1 1 W o �'- STATE OF ........... O 00001 6 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek"' OFFICE COPY RE: 1505802 - MiTek USA, Inc. Site Information: 6904pParke East Blvd. Customer Info: Dostie Homes Project Name: 1505802 Model: 3536 Coastal Vernacular 3333610-4115 Lot/Block: 24 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Michael G. Holder License #: 16215 Address: 44161 Woodridge Dr City: Callahan State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 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 90 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# r Truss Name Date 1 T15015673 CJ01 9/6/18 18 T15015690 P07 9/6/18 12 T1 5015674 1 CJ02 19/6/18 11 T15015691 P08 9/6/18 3 T15015675 CJ03 9/6/18 120 1 T15015692 1 P09 '9/6/18 4 T15015676 CJ04 9/6/18 121 1 T15015693 P10 9/6/18 5 T15015677 EJ01 9/6/18 122 1 T15015694 P1 9/6/18 6 IT15015678JEJ02 9/6/18 123 1 T15015 1 9/6/18 7 IT15015679JEJ03 9/6/18 24 T15015 ��---- •-9/6/18 18 I T15015680 J EJ04 19/6/18 125 I T15015697 I T03 9/6/18 19 I T15015681 1 F01 � 9/6/18 126 1 T15015"8 1 T04 �-9/6/18 10 I T1 5015682 1 HJ01 19/6/18 127 J T15015699 705 19/6/18 11 1 T15015683 1 HJ02 19/6/18 128 I T15015700 I T06 19/6/18 112 1 T15015684 1 P01 9/6/18 129 1715015701{T107 19/6/18 _ 113 1 T1 50156851 P02 9/6/18 130 I T15015702 1 708 19/6/18 114 1 T15015686 1 P03 19/6/18 131 I T15015703T09 19/6/18 15 1 715015687 PO4 9/6/18 132 715011-18; k 16 IT150156881PO5 9/6/18 133 T1501 705 .711 9/6/18 17 1 T15015689 1 P06 9/6/18 134 T1501 The truss drawing(s)referenced above have been prepared by 0%0% MiTek USA, Inc. under my direct supervision based on the parameters ��%, pP, provided by Builders FirstSource-Jacksonville. �•` �•'�, Ns�c' Truss Design Engineer's Name: Velez, Joaquin t82 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 %�• S ATE OF �/ that the engineer named is licensed in the jurisdictions)identified and that the O (44 designs comply with ANSI/TPI 1. These designs are based upon parameters �� <t,' k Q ... � shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,��Y�,'• •R •�N given to MiTek. Any project specific information included is for MiTek's customers �,i S'� "•' ��`��� file reference purpose only,and was not taken into account in the preparation of / N A these designs. MiTek has not independently verified the applicability of the design ,'111� parameters or the designs for any particular building. Before use,the building designer JoaqIn Velez No.68182 should verify applicability of design parameters and properly incorporate these designs MReI�USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 rke 8lvd.TampaFL33610 Date: September 6,2018 Velez, Joaquin 1 of 2 RE: 1505802 - Site Information: Customer Info: Dostie Homes Project Name: 1505802 Model: 3536 Coastal Vernacular Lot/Block: 24 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 135 IT15015707IT113 9/6/18 178 IT15015750IT56 8:J 136 I T15015708 I T14 19/6/18 179 I T15015751 I T57 19/6/18 1 137 1 T15015709 I T15 19/6/18 180 I T15015752 I T58 19/6/18 138 I T15015710 I T16 19/6/18 181 I T15015753 I T59 19/6/18 139 1 T1 5015711 1 T17 19/6/18 182 I T15015754 I T60 19/6118 140 1 T15015712 1 T18 19/6/18 183 I T15015755 i T61 19/6118 141 I T15015713 I T19 19/6/18 184 I T15015756 I T62 19/6/18 142 1 T1 5015714 1 T20 19/6/18 185 I T15015757 I T63 19/6/18 143 I T15015715 I T21 19/6/18 186 1 T1 5015758 1 TF01 19/6/18 144 I T15015716 I T22 19/6/18 187 1 T1 5015759 1 TF02 19/6/18 145 I T15015717 I T23 19/6/18 188 1 T1 5015760 1 TF03 19/6/18 1 146 I T15015718 I T24 19/6/18 189 1 T15015761 I TF04 19/6/18 1 147 I T15015719 I T25 19/6/18 190 1 T15015762 1 TF05 19/6/18 1 148 I T15015720 I T26 19/6/18 1 149 I T15015721 I T27 19/6/18 1 150 I T15015722 I T28 19/6/18 1 151 I T15015723 I T29 19/6/18 1 152 I T15015724 I T30 19/6/18 1 153 1 T1 5015725 1 T31 19/6/18 1 154 I T15015726 I T32 19/6/18 1 155 1 T1 5015727 1 T33 19/6/18 1 156 1 T1 5015728 1 T34 19/6/18 157 I T15015729 I T35 19/6/18 1 158 I T15015730 I T36 19/6/18 159 I T15015731 I T37 19/6/118 1 160 I T15015732 I T38 19/6/18 161 I T15015733 I T39 19/6/18 1 162 I T15015734 I T40 19/6/18 1 163 I T15015735 I T41 19/6/18 1 164 1 T1 5015736 1 T41 A _ 9/6/18 165 IT15015737IT42 9/6/18 166 I T15015738 I T43 19/6/18 1 167 I T15015739 I T45 19/6/18 1 168 I T15015740 I T46 19/6/18 1 169 I T15015741 I T47 19/6/18 1 170 1 T15015742 1 T48 19/6/18 1 171 I T15015743 I T49 19/6/18 1 172 I T15015744 I T50 19/6/18 I 173 I T15015745 I T51 19/6/18 1 174 I T15015746 I T52 19/6/18 1 175 I T15015747 I T53 19/6/18 I 176 I T15015748 I T54 19/6/18 I 177 I T15015749 I T55 1 9/6/18 2of2 OFFICE COPY C nlast Metal _Su Value Engineered Metal Rooting 71w FLORIDA PRODUCT APPROVAL JAX BEACH SERIES ( 1 .5 CLIPLESS SNAP LOCK ALUM 15 - 19 WIDTHS ROOF PANEL OVER PLYWOOD FLORIDA PRODUCT APPROVAL NO 21423.2 Product Evaluation Report 1.5 CLIPLESS SNAP LOCK .032 ALUM Roof Panel over 15/32"' Plywood Florida Product Approval # 21423.2 Florida Building Code 2017 6th ed.,Per Rule 61G20-3 Method: 1—D Category: Roofing Subcategory:Metal Roofing Compliance Method: Rule 61G20-3 HVHZ Product Manufacturer: Sunlast Metal 2120 SW Poma Drive Palm City,Florida 34990 Engineer Evaluator Diane G. Marotta,P.E. 082591 1915 NE 45"'ST.#107 Fort Lauderdale,FL 33308 954-776-8004 Validator: Locke Bowden P E FL ;;49704 9450 Alysbury Place Montgomery,AL 36117 Contents: Dort 1-10 Dune G. Marotta,P.E. FL reg #82591 = Sell = Page t of 3 F � Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2017 6th ed.,Sections 1504.3.2, 1507.1.1, 1507.4.3, 1518.9, 1523.6.5.2.4 Product Description: 1.5"Clipless Snap Lock Roof Panel, .032 ALUM 15"-19"Widths, Roof panels Panel fastened into 15/32"4-PLY CDX Plywood decking. Non-structural Application. Material: .032 ALUM Corrosion Resistance: Material shall comply with Florida Building Code 2017,Section 1507.4.3 Panel Dimensions: Panel Widths: 15"-19" Fastener: #10 Pancake. Corrosion Resistant per Florida Building Code 2017 Section 1506.7 YV minimum penetration through plywood Seam sealant: Bostik 70-05A 3/8" bead along both sides of clipless seams;full length of panel Corrosion Resistance: Per Florida Building Code 2017,Section 1506.6, 1507.4.4 15/32"4-ply CDX Rated plywood. Plywood supports at maximum 24'O.C. Design of plywood and plywood supports are outside the scope of this evaluation. Must be designed in accordance w/Florida Building Code 2017. Design Uplift Pressures: Uplift Design Pressure:with Safety Factor of 2 -108.5 PSF @ 3" O.C. FASTENER SPACING -76.75PSF @ 6"O.C. FASTENER SPACING Reference: TAS 125-03 Test-Report#D6207-01-450-18 TAS 100-95 Report#D4563-01-450-18 by Architectural Testing, Inc. an Intertek Company,West Palm Beach Facility. Miami-Dade County Notification No.ATIWPB 16031 Code Compliance: The product described herein demonstrated compliance with The Florida Building Code(FBC)2017 Section 1504.3.2. The product evaluation is limited to compliance with the structural wind load requirements of the FBC 2017,as relates to Rule 61G20-3. Minimum Slope Range Minimum Slope per Florida Building Code 2017,and in accordance with Manufacturers recommendations. Installation:Install per manufacturer's recommended details. Underlayment:Per Manufacturer's installation guidelines per Florida Building Code 2017,Chapter 1507,Chart 1507.1.1 Roof Panel Fire Classification:No classification. Shear Diaphragm:values are outside the scope of this report. Design Procedure: Based on the dimensions of the structure,applicable wind loads are determined using Chapter 16 of the Florida Building Code 2017-roof cladding wind loads. Component wind loads for roof cladding are compared to the allowable pressure listed above. Design professional shall select the applicable erection details to reference in drawings for correct fastener attachment to the structure and analyze the panel fasteners for pullout and pullover.Support framing must be compliant with Florida Building Code 2017 Chapter 22 for steel,Chapter 23 for wood and Chapter 16 for structural loading. Certificate of Independence: Diane G. Marotta, P.E.does not have nor will acquire financial interest in any company manufacturing or distributing products under this evaluation. Diane G. Marotta, P.E.is not owned or operated or controlled by any company manufacturing or distributing product under this report. Page 2 of 3 t unlast Metal Value Engineered Meta/Roofing 1-m JAX BEACH SERIES(1 .5 CLIPLESS SNAP LOCK ALUM) 15" - 19" WIDTHS ROOF PANEL OVER PLYWOOD INSTALL DETAILS 1.5 " CLIPLESS JAX BEACH SERIES 15"• 19"CoveragoIr -� i Fiat WCip Rt:of (0p1,.r d Stiffen rj Ribs Avx atle) i i i i Test sample complies with these details. Deviations are noted. Report# D4563.01-450-18 Date 07/15/14 Verified By: Alan Rule Wood Deck (15/32" Min) Integral Snap Lock Seam Adhesive (Sealant) Clip Relief (Recommended) #10 x 1" Pancake-Head Page 3 of 3 Wood Screw OFFICE COPY 5 un/ast Meta/ Value Engineered Meta/Roofing n" FLORIDA PRODUCTAPPROVAL JAX BEACH SERIES ( 1 .5 CLIPLESS SNAP LOCK 24GA ) 15 - 19 WIDTHS ROOF PANEL OVER PLYWOOD FLORIDA PRODUCT APPROVAL NO 21423.1 Product Evaluation Report 1.5 CLIPLESS SNAP LOCK 24GA Roof Panel over 15/32"Plywood Florida Product Approval $11 21423.1 Florida Building Code 2017 6th ed.,Per Rule 61320.3 Method:1-0 Category: Roofing Subcategory:Metal Roofing Compliance Method:Rule 61G20.3 HVHZ Product Manufacturer: Sunlast Metal 2120 SW Poma Drive Palm City,Florida 34990 Engineer Evaluator Diane G.Marotta,P.E.FL reg #82591 �� MAR07- " i� SSS W Prospect Road .°' G •:9 ��i� Oakland Park,Florida 33309 �`��•.•GEN•S E 9S4-776-8004 =o No $ 2 ;W. Validator: * • 2 Locke Bowden,P.E.,Fl#49704 '(P 9450 Alysbury Place 9•• �0�� Montgomery,AL 36117 'i� ....... '•P�.��� .,��'` ���S 10kAP Contents: Evaluation Report 1-3 Diane G.Marotta,P.E. FL reg # 82591 seal Certificate of Independence Diane G Marotta,P E does not have nor will acquire financial interest in any company manufacturing or distributing products under this evaluation Diane G Marotta,P.E is not owned or operated or controlled by any company manufacturing or distributing product under this report Page 1 of 3 r Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2017 6th ed.,Sections 1504.3.2, 1507.1.1, 1507.4.3, 1518.9, 1523.6.5.2.4 Product Description: 1.5"Clipless Snap Lock Roof Panel,24GA 15"-19"Widths, Roof panels, mechanically attached Panel fastened into 15/32" 4-PLY CDX Plywood decking or wood plank. Non-structural Application. Material: 24GA 40ksi,conforming to Florida Building Code 2017 Section 1507.4.3 Corrosion Resistance: Panel Material shall comply with Florida Building Code 2017,Section 1507.4.3 Panel Dimensions: Panel Widths: 15"-19" 1.5" rib height Fastener: (1)#10 Pancake. Corrosion Resistant per Florida Building Code 2017 Section 1506.7 3/16" minimum penetration through plywood Seam sealant: Bostik 70-05A sealant,3/8" bead along both sides of male flange of clipless seam full length of panel Corrosion Resistance: Per Florida Building Code 2017,Section 1506.6, 1507.4.4 15/32"APA Rated plywood. Plywood supports at maximum 24'O.C. Design of plywood and plywood supports are outside the scope of this evaluation. Must be designed in accordance w/Florida Building Code 2017 6th ed. Design Uplift Pressures: Uplift Design Pressure:with Margin of Safety 2:1 -97.25PSF @ 6"O.C. FASTENER SPACING at the clipless seams -161PSF @ 3"O.C. FASTENER SPACING at the clipless seams Reference: Architectural Testing, Inc.an Intertek Company Test-Report#C6413.02-450-18 TAS 125-03 Report#D4563.01-450-18 TAS 100-95 PRI Construction Materials Technologies(TST5878)AKZC-001-02-01/05 TAS 110-2000. PRI Construction Materials Technologies(TST5878)AKZC-001-02-01/05 ASTM B 117-2002 AKZO Nobel Coatings, Inc. Lab Form ASTM G 1S3 Code Compliance: The product described herein demonstrated compliance with The Florida Building Code (FBC)2017 6th ed., Section 1504.3.2., 1523.6.5.2.4. The product evaluation is limited to compliance with the structural wind load requirements of the FBC 2017,as relates to Rule 61G20-3. Minimum Slope Range 2:12 Minimum Slope per Florida Building Code 2017,and in accordance with Manufacturers Recommendations. Installation:Install per manufacturer's recommended details. Underlayment:Per Manufacturer's installation guidelines per Florida Building Code 2017 6th ed.,Chapter 1507,Chart 1507.1.1 Roof Panel Fire Classification:Fire Classification is outside the scope of this report. Shear Diaphragm:Values are outside the scope of this report. Design Procedure: Based on the dimensions of the structure, applicable wind loads are determined using Chapter 16 of the Florida Building Code 2017 6th ed.-Roof Cladding Wind Loads. Component wind loads for roof cladding are compared to the allowable pressure listed above. Design professional shall select the applicable erection details to reference in drawings for correct fastener attachment to structure and analyze panel fasteners for pullout and pullover.Support framing must be compliant with Florida Building Code 2017 6th ed.,Chapter 22 for Steel,Chapter 23 for Wood and Chapter 16 for Structural Loading. Page 2 of 3 i 4 un/ast Meta/ Value Engineered Meta/Roofing JAX BEACH SERIES(1 .5 CLI PLESS SNAP LOCK 24GA ) 15" - 19" WIDTHS ROOF PANEL OVER PLYWOOD INSTALL DETAILS 1.5" Clipless (Jax Beach Series) 15"- 19"Coverago T ISO. Fiat wIC1 p Rt:of t (Orl,%r l Se!fei rg Ribs Ava.able) "fest sample complies with these details. Deviations are noted. Repoil# D4563.01-450-18 Date 07/15/14 Verified By: Alan Rule Wood Deck (15/32" Min) Integral Snap Lock Seam Adhesive (Sealant) Clip Relief (Recommended) #10 x 1" Pancake-Head Page 3 of 3 Wood Screw 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: 1505802 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Ta a, FL 33610-4115 Customer Info: Dostie Homes Project Name: 1505802 Model: 3536 Coastal Vernacular Lot/Block: 24 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Michael G. Holder License#: 16215 Address: 44161 Woodridge Dr City: Callahan 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 90 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. lNo. Seal# Truss Name I Date No. Seal# Truss Name Date 1 IT15015673 I CJ01 9/6/18 118 T15015690 1 P07 9/6/18 12 I T15015674 I CJ02 19/6/18 119 I T15015691 1 P08 19/6/18 I 13 I T15015675 I CJ03 19/6/18 120 I T15015692 I P09 19/6/18 1 14 IT15015676 I CJ04 19/6/18 121 I T15015693 I P10 19/6/18 I 15 I T15015677 I EJ01 19/6/18 122 I T15015694 I P11 19/6/18 I 16 I T15015678 I EJ02 19/6/18 123 1 T15015695 I T01 19/6/18 1 17 I T15015679 I EJ03 19/6/18 124 I T15015696 1 T02 19/6/18 1 18 IT15015680 I EJ04 19/6/18 125 I T15015697 I T03 19/6/18 1 19_ I T15015681 1 F01 19/6/18 126 I T15015698 I T04 19/6/18 I 110 I T15015682 I HJ01 19/6/18 127 I T15015699 I T05 19/6/18 I I11 I T15015683 I HJ02 19/6/18 128 1 T15015700 I T06 19/6/18 I 112 I T15015684 I P01 19/6/18 129 1 T15015701 I T07 19/6/18 I 113 I T15015685 I P02 19/6/18 130 1 T15015702 1 T08 19/6/18 1 114 I T15015686 I P03 19/6/18 131 1 T15015703 I T09 19/6/18 1 115 I T15015687 I PO4 19/6/18 132 1 T15015704 I T10 19/6/18 1 116 I T15015688 I P05 19/6/18 133 1 T15015705 1 T11 19/6/18 117 I T15015689 I P06 19/6/18 134 1 T15015706 I T12 19/6/18 The truss drawing(s)referenced above have been prepared by ��������������i�i�� MiTek USA,Inc. under my direct supervision based on the parameters ��`%OPCVIN• provided by Builders FirstSource-Jacksonville. Truss Design Engineer's Name: Velez, Joaquin No 68182 My license renewal date for the state of Florida is February 28,2019. = * = = yt 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 %13 '. STATE OF 41J designs comply with ANSI/TPI 1. These designs are based upon parameters ��,�'•,A, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ���� O R 1'0 �N given to MiTek. Any project specific information included is for MiTek's customersfile �i SS'7 """•�� `�� thesefdesigns.cMiTek hapurpose s not independen,and was not tlyn into verified he at In the applicability of thtion ofe design �����11�A``,,�t� P Y PP tY 9 parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 We: September 6,2018 Velez,Joaquin I of 2 RE: 1505802 - Site Information: Customer Info: Dostie Homes Project Name: 1505802 Model: 3536 Coastal Vernacular Lot/Block: 24 Subdivision: Atlantic Beach Country Club Address: City: Duval State: Florida No. JSeaI# JTruss Name I Date No. I Seal# Truss Name I Date 35 IT15015707 IT13 9/6/18 178 1 T15015750 1 T56 9/6/18 136 I T15015708 I T14 19/6/18 179 I T15015751 I T57 19/6/18 137 I T15015709 I T15 19/6/18 180 1 T15015752 I T58 19/6/18 I 138 I T15015710 I T16 19/6/18 181 1 T15015753 1 T59 19/6/18 J 139 I T15015711 I T17 19/6/18 182 1 T15015754 1 T60 19/6/18 I 140 I T15015712 I T18 19/6/18 183 I T15015755 I T61 19/6/18 I 141 IT15015713 I T19 19/6/18 184 1 T15015756 I T62 19/6/18 1 142 IT15015714 I T20 19/6/18 185 1 T15015757 1 T63 19/6/18 1 143 I T15015715 I T21 19/6/18 186 1 T15015758 TF01 19/6/18 I 144 IT15015716 I T22 19/6/18 187 1 T15015759 I TF02 19/6/18 1 145 IT15015717 I T23 19/6/18 188 1 T15015760 1 TF03 19/6/18 1 146 IT15015718 I T24 19/6/18 189 1 T15015761 1 TF04 19/6/18 1 147 IT15015719 I T25 19/6/18 190 1 T15015762 1 TF05 19/6/18 148 IT15015720 I T26 19/6/18 1 149 IT15015721 I T27 19/6/18 1 150 IT15015722 I T28 19/6/18 1 151 IT15015723 I T29 19/6/18 1 152 IT15015724 I T30 19/6/18 1 153 IT15015725 I T31 19/6/18 1 154 IT15015726 I T32 19/6/18 1 155 JT15015727 I T33 19/6/18 1 156 IT15015728 I T34 19/6/18 I 157 I T15015729 I T35 19/6/18 I 158 IT15015730 I T36 19/6/18 1 159 IT15015731 I T37 19/6/18 1 160 IT15015732 I T38 19/6/18 1 161 IT15015733 I T39 19/6/18 162 IT15015734 I T40 19/6/18 1 163 IT15015735 I T41 19/6/18 I 164 IT15015736 I T41A 19/6/18 1 165 IT15015737 I T42 19/6/18 1 166 IT15015738 I T43 19/6/18 1 167 IT15015739 I T45 19/6/18 168 IT15015740 I T46 19/6/18 1 169 IT15015741 I T47 19/6/18 I 170 IT15015742 I T48 19/6/18 I 171 IT15015743 I T49 19/6/18 I 172 IT15015744 I T50 19/6/18 I 173 IT15015745 I T51 19/6/18 I 174 IT15015746 I T52 19/6/18 I 175 IT15015747 I T53 19/6/18 1 176 IT15015748 I T54 19/6/18 1 177 IT15015749 I T55 19/6/18 1 2 of 2 Job Truss Truss Type Qty Py 715015673 1505802 CJ01 Jack-Open 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:38 2018 Page 1 ID:15bgnJjJdgHo6oQIevSOCzHxTq-y_GzIH Uxx116fnfauRHkcJ7SR90YFm2ldlPXyygONJ -1-4-0 1-0-0 , 1-4-0 1-0-0 Scale=1:10.0 3 8.00 12 r 2 d d 4 1 3x4 = 1-0-0 1-ao 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 0.15 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W13 0.00 Horz(CT) 0.00 3 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly 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) 3=33/Mechanical,2=167/0-3-8,4=5/Mechanical Max Horz 2=78(LC 12) Max Uplift 3=33(LC 1),2=98(LC 12),4=9(LC 8) Max Grav 3=17(LC 16),2=167(LC 1),4=14(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live 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 33 Ib uplift at joint 3,98 Ib uplift at joint 2 and 9 Ib uplift at joint 4. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 11i 0904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015674 1505802 CJ02 Jack-Open 2 1 Lb Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:39 2018 Page 1 I D:15bgnJjJclg Hc60QlevSOCZH xTq-OBgL Vd VZi3tzHxEmS8oz9 WfcVZjD_D4 B XH2z3OygONl -1-0-0 3-0-0 1 4-0 3.0-0 Scale=1:16.7 3 8.00 12 e o N � N N 2 4 1 4x4 = 3-0-0 3-0.0 Plate Offsets(X.Yh f2:0-0-10.0-0-71.[2:0-412.0-0-131 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 0.20 Vert(LL) 0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >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 FBC2017/TPI2014 Matrix-P 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. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 3=52/Mechanical,2=197/0-38,4=14/Mechanical Max Horz 2=146(LC 12) Max Uplift 3=-87(LC 12),2=-83(LC 12),4=26(LC 8) Max Grav 3=70(LC 19),2=197(LC 1),4=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 Ib uplift at joint 3,83 Ib uplift at joint 2 and 26 Ib uplift at joint 4. Joaquin Velez PE No.66192 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING.Verify design paramefers 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 ANSVTPII 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 Py T15015675 1505802 CJ03 Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:40 2018 Page 1 I D:15bgnJjJcg Hc6oQlevSOCzHxTq-sNOtz WBTNOqu5pyOsJC ijCiHy?ZjgKLmxn WcrygON H -1-4-0 5.0.0 1 4-0 5-0-0 Scale=1:23.3 3 8.00 r12 d d cS 2 1 4x4= 4 5-0-0 5.0.0 Plate Offsets(X.Y�- [2:0-0-10,0-0-7L 12:0-4-12.0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.08 2-4 >733 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.07 2-4 >833 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:20 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. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 3=116/Mechanical,2=251/0-3-8,4=24/Mechanical Max Horz 2=216(LC 12) Max Uplift 3=162(LC 12),2=90(LC 12),4=-45(LC 8) Max Grav 3=144(LC 19),2=251(LC 1),4=72(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vint=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)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 162 Ib uplift at joint 3,90 Ib uplift at joint 2 and 45 Ib uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi-7473 rev.f aW/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 elk' iMls 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 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 T15015676 1505802 CJ04 Jadc-Open 4 1 Job Reference o tional Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:412018 Page 1 I D:15bgnJjJdgHc6oQlevSOCzHxTq-KZy5wJ WpEg8h WF08ZZgREtdzTMQ8S7aU_bX38HygONG -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:10.0 4 3 e n 8.00 12 2 5.00 12 1 3x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >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 FBC2017/TPI2014 Matrix-P Weight:6 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=176/0-3-8,5=5/Mechanical,3=49/Mechanical Max Horz 2=77(LC 12) Max Uplift 2=111(LC 12),5=11(1_C 8),3=49([_C 1) Max Grav 2=176(LC 1),5=14(LC 3),3=27(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fR 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 111 Ib uplift at joint 2,11 Ib uplift at joint 5 and 49 Ib uplift at joint 3. Joaquin Velez PE No.68181 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verily 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 wt 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 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 QN PN 715015677 • 1505802 EJ01 Jack-Partial 2 1 Job Reference(o tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:412018 Page 1 ID:15bgnJjJdgHC60QIevSOCzHxTq-KZy5wJWpEg8hVVF08ZZgRExIgVVMI S7aU_bX38HygONG -1-4-0 6-0-0 _ 1�-0 6-0-0 Scale=1:26.5 3 8.00 12 e 2 1 4x4 = 4 6-0-0 6-0-0 Plate Offsets(X,Y1— [2:0-0-10.0-0-71,[2:0-412.0-0-131 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 0.74 Vert(LL) 0.17 2-4 >417 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 2-4 >475 180 BCLL 0.0 Rep Stress Incr YES MIB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matfix-P Weight:23 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. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 3=145/Mechanical,2=281/0-3-8,4=29/Mechanical Max Horz 2=250(LC 12) Max Uplift 3=197(LC 12),2=96(LC 9),4=54(1-C 8) Max Grav 3=178(LC 19),2=281(LC 1),4=87(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces 8 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 197 Ib uplift at joint 3,96 Ib uplift at joint 2 and 54 Ib uplift at joint 4. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert WU 6904 Parke Eau Blvd.Tampa FL 39810 Data: September 6,2018 Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10M9l2015 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 MI I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVM1 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,Alexandria,VA 22314. Tampa,FL 36610 JobTEJU02 Truss Type qty Ply T15015678 1505802 Jack-Partial 2 1 Lb Reference o tional Builders FirstSource, Jacksonville,F132244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:42 2018 Page 1 ID:15bgnJjJclgHc6oOlevSOCzHxTq-omWU8fXR?GY8PyL7HLgn8H8Oml9BaXeDEGdgjygONF 1 4-0 2-" Scale=1:13.3 4 2x4 I 3 8.00 12 2 e 1 6 2x4 I 6--Z"EE x4 = 5 2-0-0 2.0-0 Plate Offsets(X Yl— [2:0-0-10,0-0-71.[270-4-12.0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-P Weight:11 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 2=171/0-5-8,5=33/Mechanical Max Horz 2=111(LC 12) Max Uplift 2=82(LC 12),5=-41(LC 12) Max Grav 2=171(LC 1),5=43(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live 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 82 Ib uplift at joint 2 and 41 Ib uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6814 6904 Parke East Blvd Tampa FL 11810 Date: September 6,201 S A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev.10,WI2015 BEFORE USE. s 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 ANSVrPl1 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 PN 715015679 • 1505802 EJ03 Jack-Partial 1 1 b Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:43 2018 Page 1 ID:15bgnJjJcigHc6oOlevSOCzHxTq-Gy4sL?Y4mlOP1YXXh svJMgGDA1Uw1KnSu0AC9ygONE -1-I-0 4-0-0 14.0 4-0-0 Scale=1:20.0 2x4 I 4 3 8.00 12 2 Li 1 6 2.4 I I 4x4 = 5 4-0-0 4-0-0 Plate Offsets(X Yl— [2,0-0-100-0-71,[2:0-4-12,0-0-131 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) 0.04 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.04 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017f rPI2014 Matrix-P Weight:20 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 2=223/0-3-8,5=107/Mechanical Max Horz 2=181(LC 12) Max Uplift 2=85(LC 12),5=116(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 85 Ib uplift at joint 2 and 116 Ib uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.1"3,2015 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 wt 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 pulpy Criteria,DSB49 and BCS1 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 T15015680 1505802 EJ04 Jack-Partial 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:43 2018 Page 1 I D:15bgnJjJclg Hc6oQIevSOCzHxTq-Gy4sL?Y4ml OPIYXXh_svJ MgHXA47wl4nSuOAC9ygO N E -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:16.7 3 r 8.00 12 4 w 2 5.00 F12 1 3x4 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 0.19 Vert(LL) 0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:13 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly 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=52/Mechanical,2=197/0-3-8,4=14/Mechanical Max Horz 2=145(LC 12) Max Uplift 3=79(LC 12),2=-91(LC 12),4=32(LC 8) Max Grav 3=68(LC 19),2=197(LC 1),4=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)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 79 Ib uplift at joint 3,91 Ib uplift at joint 2 and 32 Ib uplift at joint 4. Joaquin Velez P£No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 A 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 buss 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 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 715015681 • 1505802 F01 Floor 10 1 Job Reference o tion Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:44 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-k8eEZLZiXbWGNi6jFhN8sZN LoaJofLOxhYlklcygOND 0-1-8 H'ice � acral�,a 4x6 = 4x6 = 1.5x3 = 4x4= 3x4= 1.5x3 II 3x4 = 1.50 II 3x4= 1.5x3 II 3x4 = 4x4 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 IZA 22 23 20 19 18 17 16 15 14 13 3x4 = 4x6= 4x4 = 3x6 = 1.5x3 I 3x4 = 3x6= 4x4 = 4x6 = 3x4= 11-0 4-0-0 14-9-8 173$ 18-9-8 11-0 2.6-0 10.9-8 21-0 111-0 Plate Offsets(X,Y)— [1:Edge,0-1-81.[5:0-1-8,Edae),[11:0-1-8.Edge[,[16:0-1-8,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 0.67 Vert(LL) -0.27 15-16 >816 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.38 15-16 >591 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:100 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 21=1014/0-5-8,12=1014/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=1007/0,11-12=-1008/0,1-2=1034/0,2-3=2563/0,3-4=-3530/0,4-5=3530/0, 51=3870/0,6-7=387010.7-8=3547/0,8-9=3547/0,9-10=2559/0,10.11=1035/0 BOT CHORD 19-20=0/1950,18-19=0/3143,17-18=0/3870,16-17=0/3870,15-16=0/3802,14-15=0/3146, 13-14=0/1949 WEBS 11-13=0/1336,1-20=0/1335,10-13=1272/0,2-20=1275/0,10-14=0/848,2-19=0/851, 0-114=-817/0,3-19=807/0,9-15=0/545,3-18=0/527,7-15=386/0,5 18=729/25, 7-16=213/440 NOTES- 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.66162 Wale USA,ImL FL Cart Ill 6904 Parka East Blvd Tampa FL 36610 Data: September 6,2018 Q WARNING-VarNy design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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,Alexandna,VA 22314. Tampa,FL 36610 Job TrussTruss Type Qty Ply 715015682 1505802 HJ01 JDIAGONAL HIP GIRDER 1 1 ob Reference o don I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:46 2018 Page 1 ID:15bgnJjJdgHo6oQlevSOCzHxTq-gXl_zOay3Dm_o0G6M60cx Si9N137MyD8sEgpUygONB -1-10-1044)-0 8.5-13 1-1110 4-0-0 4-5-13 4 Scale=1:27.2 10 5.66 12 3x4 3 9 v N 8 2 1 11 7 12 13 6 4x4 = 2x4 I 5 3x6 3x4 = 4-M M-13 4-0-0 4.5-13 Plate Offsets(X Y1— [2:0-0-0 0-1-81,12:0-1-8,0-4-81 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 0.62 Vert(LL) 0.06 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:40 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 7-9-15 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 4=157/Mechaniral,2=363/0-4-15,5=172/Mechanical Max Horz 2=250(LC 8) Max Uplift 4=232(1-C 8),2=-347(LC 8),5=298(LC 8) Max Grav 4=174(LC 32),2=373(LC 35),5=212(LC 35) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-574/451 BOTCHORD 2-7=-491/370,6-7=491/370 WEBS 3-6=-416/551 NOTES- 1)Wind:ASCE 7-10;Vud=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.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 232 Ib uplift at joint 4,347 Ib uplift at joint 2 and 298 Ib uplift at joint 5. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)91 Ib down and 109 Ib up at 1-5-12,91 Ib down and 109 Ib up at 1-512,125 Ib down and 84 Ib up at 4-3-11,125 Ib down and 84 Ib up at 4-3-11,and 163 Ib down and 169 Ib up at 7-1-10,and 163 Ib down and 169 Ib up at 7-1-10 on top Chord,and 12 Ib up at 1-512,12 Ib up at 1-512,5 Ib down and 35 lb up at 4-3-11,5 Ib down and 35 Ib up at 4-3-11,and 31 Ib down and 59 Ib up at 7-1-10,and 31 Ib down and 59 Ib up at 7-1-10 on bottom 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads(plf) Vert:1-4=54,2-5=-10 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(lb) 6904 Parke East Blvd Tampa FL 33610 Vert:8=57(F=28,B=28)10=-85(F=43,B=43)13=-21(F=10,13=10) Date: September 6,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 ray.1 0113/2 0 1 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 Welk'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 ANSVIPII Quality Crheria,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 TypeQty Ply 715015683 1505802 HJ02 DIAGONAL HIP GIRDER 2 1 Job Reference tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:47 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-9jJNBMbapMrEArlwgxrUC?ufnRJsr3NNW OLxygONA -1-10.10 4-2-15 1-10.10 4-2-15 Scale=1:16.4 3 N 5.66 12 5 N 2 3.54 12 1 3x4% 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) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 3=59/Mechanical,4=20/Mechanical,2=232/0-3-13 Max Horz 2=145(LC 8) Max Uplift 3=98(LC 8),4=-42(LC 4),2=-177(LC 8) Max Grav 3=68(LC 32),4=60(LC 3),2=232(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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)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 98 Ib uplift at joint 3,42 Ib uplift at joint 4 and 177 Ib uplift at joint 2. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 Ib dawn and 126 Ib up at 1-5.12,and 96 Ib down and 126 Ib up at 1-5-12 on top chord,and 14 Ib up at 1-5-12,and 14 Ib up at 1-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,2-4=-10 Concentrated Loads(lb) Vert:5=60(F=30,B=30) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Carl 6634 6904 Parke East Blvd Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.1010.12015 BEFORE USE. Design valid for use only with MiTek(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 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015684 1505802 P01 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:48 2018 Page 1 I D:15bgnJjJclg Hc6oQlevSOCzH xTq-dwOOicCagOhsKQVUX S40PXBTB pebl cW bAjxu NygO N9 6-0-0 12-M 6-0-0 6-M Scale=1:20.6 4x4= 5 6.00 12 4 6 7 3 8 2 g 1 Li Li0 I�I� d 14 13 12 11 10 3x4 = 3x4= 12-0-0 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:46 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 12-0-0. (lb)- Max Horz 1=64(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)1,9,2,8,13,11 except 14=105(LC 12),10=105(LC 13) Max Grav All reactions 250 Ib or less atjoint(s)1,9,2,8,12,13,14,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)1,9,2,8,13,11 except(jt=1b)14=105,10=105. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parka East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verify deOgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rsv.IdW/2015 BEFORE USE. Design valid for use only with Meek®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 prop"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 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 Py 715015685 1505802 P02 Piggyback 11 1 ob Referen o bonal Builders FirstSourre, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:49 2018 Page 1 ID:15bgnJjJcgHc6oQlevSOCzHxTq-56R7c2drL88YTT7h1FzJZd4LSb9XKkXgggTUQpygON8 4-0-06-7-14 9.3-12 13-3-12 4-0-0 2-7-14 2-7-14 4-0.0 Scale:12'=1' 4x4= 4 6.00 12 2x4 I I 2x4 I 3 5 A 6 2 7 1 Ia0 )r d 3x4= 10 9 8 3x4= 2x4 I 2.4 11 2x4 I I 13-3-12 13-3-12 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 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight:47 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-3-12. (lb)- Max Horz 1=46(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,7,2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)1,7,2,6,9,10,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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;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)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 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 100 Ib uplift at joint(s)1,7,2,6,10,8. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Var fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111-7477 rev.10A73/2015 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 properly incorporate this design into the overall building design. Brcollapsecing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required ror stability and to prevent copse 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,DSB49 and SCSI 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 T15015686 1505802 P03 GABLE 1 1 o Reference(ootional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:512018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-1 UZtl ke5tl0Gjn839g?ne29iXOgEofJylBybUiygON6 13-M 14-3-1 4-3-12 , 13-M 1-3-12 4x4= Scale=1:36.8 10 11 9 8 6.00 12 7 6 c0 5 w �rbb d 4 .h 3 1 2 171 171 1711 0 I� 21 d 3x4= 20 19 18 17 16 15 14 13 12 14-3-12 14-3-12 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 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:93 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-3-12. (lb)- Max Horz 1=313(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,12,13,14,15,16,17,18,19 except 2=107(LC 12), 20=-121(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,2,12,13,14,15,16,17,18,19,20 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-405/153,2-3=337/125,3-4=-254/90 NOTES- 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.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s)1,21,2,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,12,13,14,15, 16,17,18,19 except Jt=1b)2=107,20=121. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68162 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.1aV3,2015 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 andlor 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 T15015687 1505802 PO4 Piggyback 3 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:52 2018 Page 1 I D:15bgnJjJcgHc6oOlevSOCzHxTq-Vh7GE4fje3W7KAGjNXOBFirko99X5e6Woh918ygON5 4-0-0 8-0-012-0-0 13-7-14 14-11-10 4-0-0 4-0-0 4-0-0 1-7-14 1-3-12 4x4 = Scale=1:39.7 6 7 5 6.00 12 4 d rb b 3 1 2 Ell I 0 I� 13 d 3x4 = 12 11 14 10 9 8 14-11-10 14-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:78 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. All bearings 14-11-10. (lb)- Max Horz 1=228(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)1,2,8,9 except 12=115(LC 12),11=-131(LC 12),10=-101(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,2,8,9,12 except 11=290(LC 19),10=278(LC 19) FORCES. (!b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-420/157,2-3=357/134 WEBS 3-12=195/251,4-11=-228/289 NOTES- 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.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 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chard 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)Bearing at joint(s)1,13,2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100!b uplift at joint(s)1,2,8,9 except (jt=1b)12=115,11=131,10=101. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 WARNING-Vw fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191-7473—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 ;} ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB49 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 Py 715015688 1505802 P05 GABLE 1 1 Job Reference(ootionah Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:53 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-ztgeRQg LPMey51SG42FjTF 1 hCWYGZfFISRiZaygON4 I 9 Scale=1:29.2 8 7 6.00 12 6 5 3 2 F1 1711 1Li LI0 17 d 3x4= 16 15 14 13 12 11 10 11-8-4 11-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 10 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight:70 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-8-4. (lb)- Max Horz 1=292(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)1,10,15,14,13,12,11 except 2=131(LC 12),16=134([-C 12) Max Grav All reactions 250 Ib or less atjoint(s)1,2,10,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=427/164,2-3=341/128 NOTES- 1)Wind:ASCE 7-10;Vult=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)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)1,17,2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)1,10,15,14,13, 12,11 except(jt=lb)2=131,16=134. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33810 Date: September 6,2018 QWARNING•Verily design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ae1.7473 raw.10ro312015 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 �A,�Qk building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IY111 • is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPit quality Criteria,DSB-99 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 715015689 1505802 P06 Piggyback 3 1 b Referen onah Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:54 2018 Page 1 ID:15bgnJjJcgHc6oOlevSOCzHxTq-R3EOfmgzAgmraFtegoZUGgnBUcrl??SP_6AF51 ygON3 4-0-0 8.0-0 _ 11-" 12-7-10 4-0-0 4.0.0 3-6-0 1-1-10 Scale=1:31.5 5 6.00 12 4 m N u5 3 2 1 c IF 11 d 3x4= 10 9 12 8 7 12-7-10 12-7-10 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 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:61 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. All bearings 12-7-10. (lb)- Max Horz 1=220(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,2,7,8 except 10=117(LC 12),9=124(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,2,7,10,8 except 9=266(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-441/166,2-3=377/143 WEBS 3-10=199/271,49=215/289 NOTES- 1)Wind:ASCE 7-10;Vult=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 2)All plates are 2x4 MT20 unless otherwise indicated. 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 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)Bearing at joint(s)1,11,2,7 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 100 Ib uplift at joint(s)1,2,7,8 except (jt=1b)10=117,9=124. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 hbTek USA,lim FL Cat NU 6904 Parke EW Blvd.Tampa FL 33610 Data: September 6,2018 ,&WARNING•Verify design parameters and READ NOTES ON TM AND INCLUDED MITEK REFERENCE PAGE MI-7473 re,10/03/2015 BEFORE USE. N Design valid for use only with MTek0 connectors.This design is based onlyupon 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 ;�sle, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITOW 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-69 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 T15015690 ah iggyback 11 1505802 P07 PT1Jb R ference 'on Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:55 2018 Page 1 ID:I5bgnJjJcg Hc6oQlevSOCzHxTq-wGoOs5hbx_uiBOSrOV4jouKMz?BtkSPYCrrnvpdTygON2 4-0-0 8.0-0 12-M 13.7-14 4-0-0 4-0-0 4-0-0 1-7-14 Scale=1:33.4 5 6.00 12 4 3 2 1 Ch 0 11 d 3x4 = 10 9 12 8 7 13-7-14 13-7-14 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 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:66 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. All bearings 13-7-14. (lb)- Max Hoa 1=239(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,2,7,8 except 10=115(LC 12),9=131(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,2,7,10 except 9=290(LC 19),8=275(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-467/174,2-3=404/152,3-4=-275/108 WEBS 3-10=195/259,4-9=228/299 NOTES- 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,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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)Bearing at joint(s)1,11,2,7 considers parallel to grain value using ANSIfrPI 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)1,2,7,8 except (jt=1b)10=115,9=131. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 MiTek' is 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 of trusses and truss systems,see ANSI/!"P11 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 715015691 1505802 P08 Piggyback 1 1 job Reference o Gonal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:39:57 2018 Page 1 I D:15bgnJjJcg Hc6oQlevSOCzHxTq-sew8H nj sTb9Q RicDVw6BUJ Pi PpsGC K9rg4Pwi LygONO 4-0-0 8-0 0 t 2-0-0 13 7-14 15 312 19-3 12 23-3-12 27312 4-0-0 4-0-0 4-0-0 1-7-14 1-7-14 4-M 4-0.0 4-0-0 Scale=1:45.8 4x4= 6 5 7 6.00 12 4 8 3 9 10 1 2 its o xr x� b d 3x4 = 19 1820 17 16 15 14 21 13 12 3x4= 34 = 27-312 r 27312 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 10 n/a n/a BCDL 5.0 Code FBC2017rP12014 Matrix-S Weight:122 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 27-3-12. (lb)- Max Horz 1=96(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,11,2,16,17,14,10 except 19=-113(LC 12),18=-132([_C 12), 13=-132(LC 13),12=-113(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,11,2,16,19,12,10 except 18=289(LC 19),17=286(LC 19), 14=285(LC 20),13=289(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-101/262,6-7=101/262 WEBS 4-18=228/270,8-13=228/270 NOTES- 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;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)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 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 100 Ib uplift at joint(s)1,11,2,16,17, 14,10 except(jt=lb)19=113,18=132,13=132,12=113. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MITek USA,Inc.FL Cat 6634 694 Parke East BNd.Tampa FL 33610 Date: September 6,2018 N ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M176 k� 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 ANSVIPII 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 Py T15015692 1505802 P09 GABLE 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:40:00 2018 Page 1 ID:15bgnJjJclgHc6oQdevSOCzHxTq-GDbHvplkmWX_IAKoB3guVx1 EG0vJPisHM2dalgygOMz 13-0-0 26-0-0 13-0.0 13-0-0 Scale=1:43.6 4x4= 10 g 11 8 12 6.00 12 7 13 6 14 5 15 4 18 3 17 18 EAEI 1 2 199 o � d d 3x4 = 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 = 3x6= 26-0-0 26-0-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 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 0.09 Horz(CT) 0.01 18 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:153 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 26-0-0. (lb)- Max Horz 1=143(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,19,2,29,30,31,32,33,34,27,25,24,23,22,21,18 except 35=119(1_C 12),20=118(1_C 13) Max Grav All reactions 250 Ib or less at joint(s)1,19,2,28,29,30,31,32,33,34,35,27,25,24,23,22, 21,20,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,19,2,29,30, 31,32,33,34,27,25,24,23,22,21,18 except(it=lb)35=119,20=118. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8834 6984 Parke East Blvd.Tempa FL 33810 Data: September 6,2018 AWARNING-Verily d"W parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE W7473 rev.f0&W015 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 ANSVIPII 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 715015693 1505802 P10 Piggyback 5 1 �JobR ference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:02 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-Ccj t KVn_H7niXTUBITiMbM6ZAgbZtdapM6hMZygOMx E7-14 9-3-12 _ 13-3-12 4-0-0 2-7-14 2-7-14 4.0.0 Scale:1/2-=1' 4x4= 4 6.00 12 2x4 I I 2x4 I 3 5 N_ (1l Ci 8 2 7 1Li I6 6 b 3x4= 10 9 B 3x4= 2x4 I 2x4 11 2x4 I I 13-3-12 13-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:47 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-3-12. (lb)- Max Horz 1=46(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,7,2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)1,7,2,6,9,10,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES. 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;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)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 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 100 Ib uplift at joint(s)1,7,2,6,10,8. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: September 6,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10173/2015 BEFORE USE. aaaaaa 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 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 T15015694 1505802 P11 GABLE 1 1 b Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:03 2018 Page 1 I D:15bgnJjJcgHc6oQlevSOCzHxTq-hoHQYgnd2RvZ9d3NsBDb7af1gEw8c4Kk2OsEv7ygOMw 6-0-0 12-" 6-0-0 6-0-0 Scale=1:20.6 4x4= 5 6 6.00 12 4 7 3 8 2 9 1 R H IdI0� d 14 13 12 11 10 3x4= 3x4= 12-0-0 12-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:46 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 12-0-0. (lb)- Max Horz 1=64(1-C 13) Max Uplift All uplift 100 Ib or less at joint(s)1,9,2,8,13,11 except 14=105(1-13 12),10=105(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,9,2,8,12,13,14,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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.11;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,9,2,8,13,11 except(jt=1b)14=105,10=105. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke Fart Blvd.Tampa FL 33810 Dab: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE W7473 raw.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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 'Y„a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-e9 and BCSI Building Component 69U 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 715015695 1505802 T01 Common Supported Gable 1 1 job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:40:05 2018 Page 1 I D:15bgnJjJdgHc6oQlevSOCzHxTq-dBPAzWpta29HOxDmzcG3C?k171 ag4xWDWJLLzuygOMu -1-4-0 10-11-8 21-11-0 23-3.0 1-4-0 10-11-8 10-11-8 1 4-0 3x8 = Scale=1:52.2 11 12 13 10 14 8.00 12 g 15 8 16 7 17 3x4 3x4 �i 6 18 3x12 MT20HS 11 3x12 MT20HS I1 19 5x12 11 5x12 11 45 20 3 21 22 2 1 23 � 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 II 3x6 — 3x4 11 21-11-0 r- 21-11-0 Plate Offsets(X Y)— f2:0-6-0 0-1-121 f 12'0-3-0 Edge) [22'0-6-0 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 0.31 Vert(LL) -0.01 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 23 n/r 120 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 24 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-R Weight:191 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-11-0. (lb)- Max Horz 42=-320(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)34,36,37,38,39,40,30,29,28,27,26 except 42=287(1-C 8), 24=-228(LC 9),35=108(LC 12),41=-277(LC 9),31=109(LC 13),25=232(LC 8) Max Grav All reactions 250 Ib or less at joint(s)34,35,36,37,38,39,40,33,31,30,29,28,27,26,25 except 42=321(LC 20),24=274(LC 19),41=283(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-10=220/290,10-11=277/360,11-12=213/271,12-13=213/271,13-14=-277/360, 14-15=220/290 NOTES- 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;End., GCpi=0.18,MWFRS(envelope)gable end zone 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 1-40 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonroncurrent with any other live bads. 10)'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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)34,36,37,38, 39,40,30,29,28,27,26 except(A=lb)42=287,24=228,35=108,41=277,31=109,25=232. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 39610 Data: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7477 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 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 ANSl1 P11 Quality Crtteria,DSB-89 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 Ply T15015696 1505802 T02 Common 10 1 o Reference o ti nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:06 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-5NzYAsgVLMH805oyXJnIICH8iRk1 pD3Akz4uVKygOMt 1 4 0 5 7 8 10-11-8 163E 21-11-0 23-3-0 1-4-0 5-7-8 5-4.0 5-4-0 57-8 4x6 I Scale=1:54.1 4 8.00 12 2x4 I I 2x4 11 3 5 cb 5x6 i 5x6 2 6 �1 71 12 11 13 10 9 8 3x8 11 4x8= 4x6 — 4x8- 3x8 11 57$ 16-3.8 21-11-0 57-8 10-8-0 57-8 Plate Offsets(X.Y)— r2:0-3-0.0-1-121 WO-3-0.0-1-121 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 0.51 Vert(LL) -0.26 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.41 9-11 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:156 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 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) 12=1096/0-5-8,8=1096/0-5-8 Max Horz 12=-220(LC 10) Max Uplift 12=-320(LC 12),8=320(LC 13) Max Grav 12=1125(LC 19),8=1128(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1412/725,34=1529/949,4-5=1529/949,5-6=14161725,2-12=-12251706, 6-8=1228/706 BOT CHORD 9-11=197/799 WEBS 4-9=-498/866,5-9=424/360,4-11=498/860,311=424/360,2-11=-429/1164, 6-9=-428/1171 NOTES- 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;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,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 12=320,8=320. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,24=-54,4-6=54,6-7=54,11-12=10,9-11=70(F=60),8-9=10 Joaquin Velez PE No.66162 Mi Tek USA,Inc.FL Cert 6634 6904 Parka East Blvd.Tampa FL 33610 Data: September 6,2018 N AWARNING-Vari/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev.10A17/2015 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 ;�ek° building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MlTek* 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 T15015697 1505602 T03 Common 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:07 2018 Page 1 I D:15bgnJj JdgHc6oQ levSOCZH xTq-ZZXwOCr76gP?eE N851 IX IQgMnrC3YppJzdgR2mygOM s ,-1-4-0 56-6 10-11-8 16-4-10 21-11-0 ,23-3-0 , 1�-0 5-5-2 5- -2 516-6 1-4-0 Scale=1:48.7 4x6 II 4 8.00 12 2x4 \\ 2x4 3 5 2 6 10 11 9 12 8 3x8 I 3x4= 3x6 = 3x4 = 3x8 I 74-1 141115 21-11-0 7-4-1 7-2-13 7-41 Plate Offsets(X.YI- f2:0-0-7.0-0-101.f2:0-0-13.0-4-121.f2:0-3-8.Edael.[6:0-0-7.0-0-10].[6:0-0-13.0-4-12].[6:0-3-8.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight:115 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=775/0-5-8,6=775/0-5-8 Max Horz 2=220(1-C 10) Max Uplift 2=-216(LC 12),6=216(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-965/514,3-4=962/587,4-5=-962/587,5-6=965/514 BOT CHORD 2-10=276/854,8-10=-52/559,6-8=285/720 WEBS 4-8=-247/438,5-8=340/291,4-10=247/438,3.10=340/291 NOTES- 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;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,with BCDL=5.Opsf. 5)Provide mechanical Connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=216,6=216. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33616 Date: September 6,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473-10/03/2015 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 Welk'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,DS849 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 T15015698 1505802 T04 COMMON 3 1 Job Reference o floral Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:08 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-1 m4JbYdtzXsFOyLfkpmgdMVCFYgHGtTCHZ?aDygOMr i-1-4-0 5.6.6 10-11-8 16-4-10 i 21-3-12 1-4-0 Sfi-6 5.5-2 5-5-2 4-11-2 4x6 I Scale:1/4"=,' 4 8.00 12 2x4 \\ 2x4 3 5 4x4 6 7 2 Ib 10 18 9 19 8 3x8 3x4 = 3x6 = 3x4 = 3x10 II I I 74-1 14-6-15 21-3-12 2=4=17-2-14 6-8-13 Plate Offsets(X.Y)— 1270-3-8.Edoel.12:0-0-13.0 4 121.12:0-0-7.0-0-101,17:0-3-8,Edoel 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) -0.14 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.04 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:113 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-43 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-6-0 REACTIONS. (Ib/size) 7=679/Mechanical,2=761/0-5-8 Max Horz 2=211(LC 9) Max Uplift 7=178(LC 13),2=212(1-C 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-952/527,3-4=961/594,4-5=-8971568,5-7=887/505 BOT CHORD 2-10=357/857,8-10=-118/542,7-8=324/673 WEBS 3-10=357/298,4-10=255/455,4-8=212/356,5-8=293/267 NOTES- 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.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,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 100 Ib uplift at joint(s)except Gt=1b) 7=178,2=212. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6964 Parke East Blvd.Tampa FL 33616 Date: September 6,2018 Q WARNING-Verify design paremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111.7473 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 T 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 ANSVrPl1 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 T15015699 1505802 T05 Monopitch Supported Gable 2 1 Job Reference o tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:09 2018 Page 1 ID:15bgnJjJdgHc6oQIevSOCzHxTq-VyehousNeHrjtYXXCRK?NrvlhfzYOo WcQxJY6fygOMq 1-40 2-o-0 1 4-0 2-0-0 2x4 I I Scale=1:11.5 4 3x4-i 8.00 tut IR 2 1 5 5x6 = 2x4 2-0-0 2-0-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:12 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) 2=165/2-0-0,5=30/2-0-0 Max Horz 2=90(LC 12) Max Uplift 2=93(LC 12),5=-28(LC 12) Max Grav 2=165(LC 1),5=39(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,5. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473—10/03/2015 BEFORE USE. Design valid for use only with Miele®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,DSM43 and Bast 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 T15015700 1505802 T06 Common Supported Gable 1 1 Job Reference(oobonah Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:10 2018 Page 1 I D:15bgnJjJclgHc6oQlevSOCzHxTq-z8C3OEtOP bnaV i5jm9rEv2Swh2JalFvf fb26e5ygO Mp 9-5-8 18-11-0 1-4-0 9-5-8 9.5.8 3x6= Scale=1:40.2 9 10 11 8 12 8.00 12 7 13 6 14 6 15 3x4 3 4 16 17 2 i1 d 4x6 — 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 3x6 = 18-11-0 18-11-0 Plate Offsets(X,Yh [10:0-3-0,Edgej 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 0.13 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-11-0. (lb)- Max Horz 2=222(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)2,17,25,26,27,28,29,30,21,20,19 except 23=-101(LC 13), 18=-123(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,17,25,26,27,28,29,30,24,23,21,20,19,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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.II;Exp C;Enc., GCpi=0.18;MkAFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,17,25,26,27, 28,29,30,21,20,19 except(jt=1b)23=101,18=123. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verfry design Paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1dM31201S 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 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 ANSVTPl1 Quality Crtteria,DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py T15015701 1505802 707 Common 1 1 Job Reference ' o on Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:40:112018 Page 1 ID:15bgnJjJcigHc6oQlevSOCzHxTq-SLmRDaueAuvR6sgvKsMTSG_28SV8uf vuFofBYygOMo -1-4-0 4-9-6 9-5-814-1-10 1&11-0 1-4-0 4-95 4$-24-8-2 "1 4x4= Scale=1:42.3 4 8.00 12 2x4 2x4 3 5 CS lb 6 2 v 1 7 3x8 II 8 3x6= 3x8 3x8 = 95-8 18-11-0 95-8 9-5.8 Plate Offsets(X Yl— [2:0-0-7.0-0-101,[20-0-13 0 4 121,12 0-3-8 Edgel.[6:0-0-7,G-0-1 01 16:0-0-13.0-4-121,16'0-3-8 Edoel 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 0.34 Vert(LL) -0.16 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 6-8 >886 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:92 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. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=683/0-5-8,6=587/0-5-8 Max Horz 2=187(LC 11) Max Uplift 2=191(LC 12),6=155(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-809/452,3-4=655/388,45=-655/389,5-6=801/458 BOT CHORD 2-8=-274/641,6-8=285/607 WEBS 48=-244/473,5-8=308/272,3-8=-315/258 NOTES- 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.11;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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 2=191,6=155. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED a1ITEK REFERENCE PAGE OP7473 rev.1010312015 BEFORE USE. rN 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,DS849 and BCSI Building Component 6904 Parke Fast Bial. m Safety Irdoratlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015702 1505802 T08 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:12 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-wXKpRvuGxC2lkOF6uaui?TXA1 ssdD3D27vXCjygOMn -1-4-0 2-58 9-5-8 16-5-8 18-11-0 1-4-0 2-5� 7-0-0 7-0-0 2-5-8 4x6 = Scale=1:42.6 4 8.00 12 3x8 i 3x8 3 5 6 2 10 8 3x10 = 9 3x10= 1 4x8 = 3x8 11 7 3x8 I 2x4 I 2x4 2-5� 95-8 165-8 18-11-0 2-1 7-0-0 7-0-0 2-5-8 Plate Offsets(X.YI- 12:0-0-7.0-0-101,12:a-0-1 3.0-4-121,12:0.3-8.Edae1 f3:0-1-4.0.1-81.15:0-1-4.0-1-81,f6:0-0-7.0-0-101.f6:0-0-13.0-4-12116:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.17 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.16 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:102 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 511-6 oc bracing. 3-11,5-7:2x6 SP No.2 WEBS 1 Row at midpt 5-9.3-9 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=68310-58,6=587/0-5-8 Max Horz 2=187(LC 9) Max Uplift 2=191(1_C 112),6=155(!_C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-876/433,3-4=744/389,4-5=-744/388,56=855/464 BOT CHORD 2-11=273/626,9-10=-920/1776,8-9=-973/1712,6-7=-308/605 WEBS 4-9=141/396,5-9=1327/880,3-9=1359/828 NOTES- 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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 2=191,6=155. Joaquin Velez PE No.68181 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: September 6,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7177 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 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 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 T15015703 1505802 T09 Roof Special Girder 1 1 Lb Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:13 2018 Page 1 ID:15bgnJjJdgHo6oQlevSOCzHxTq-OjuCeFvuiWA8M9gl RHPxXh4M4GEiyWtCLZHmFQygOMm 1-1-4-0 25-8 5.11-8 9-58 12-11-0 18-8-4 22-11-0 28-11-0 30-3-0 25� 35-0 35.0 3-55 5-9-4 42-12 6-0-0 1-4-0 Scale=1:55.0 4x4= 5 8 12 3x6�i 4x4 = 3x6= 4x8 .00 = 4 6 7 22 2 3x10 i 3 9 11 2 3x10 = 18 17 16 15 14 4 9: 10 I Ig 3x8 II 20 4x4= 3x8 = 3x6 = 13 12 24 25 11 3xB II 2x4 II 3x4= 2x4 II 6x8 = 2x4 II 2-5-8 5-11.8 95-8 12-11-0 16-58 18-8-4 22-11-0 28-11-0 25A 35 0 35 0 358 35 8 2-2-12 42-12 6-0-0 Plate Offsets(X.Y)— 12:0-3-8,Edge],[2:0-0-13.0.4-121,f2:0-0-7.0-0-10(.[8:0-5-12.0-2-01,19:0-0-7,0-0-101,19:0-0-13.0-4-121,[9:0-3-8.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 0.51 Vert(LL) 0.07 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.07 18-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:170 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' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-20:2x6 SP No.2,13-21,7-12:2x4 SP No.3 5-6-0 oc bracing:12-14 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=639/0-5-8,9=474/0-3-8,12=1367/0-5-8 Max Horz 2=194(LC 7) Max Uplift 2=200(LC 27),9=507(LC 4),12=931(LC 5) Max Grav 2=639(LC 1),9=493(LC 20),12=1367(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-735/213,34=837/272,4-5=-560/241,5-6=555/238,6-7=538/290,8-9=490/702 BOT CHORD 2-20=192/580,18-19=-463/1376,17-18=191/731,15-17=-135/554,11-12=5111338, 9-11=-498/329,12-14=866/413,7-14=-830/426 WEBS 3-18=658/278,4-17=-380/183,5-17=-183/383,6-15=-377/128,7-15=180/823, 8-12=646/683,8-11=-429/398 NOTES- 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;End., GCpi=0.18;MWFRS(envelope);porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.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)except(jt=lb) 2=200,9=507,12=931. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 Ib down and 203 Ib up at 19.9-15,and 152 Ib down and 203 Ib up at 21-9-15,and 171 Ib down and 248 Ib up at 22-11-0 on top chord,and 57 Ib down and 64 Ib up at 19-9-15,and 57 Ib down and 64 Ib up at 21-9-15,and 208 Ib down and 312 Ib up at 22-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.88182 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 8634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Uniform Loads(plf) Date: Vert:1-5=54,5-6=-54,6-8=54,8-10=-54,2-20=10,14-19=10,12-13=10,9-12=10 September 6,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED A11TEK REFERENCE PAGE MI-7473 rev.101033/2015 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 10 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 715015703 1505802 T09 Roof Special Girder 1 1 Job Reference o do al Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:13 2018 Page 2 ID:15bgnJjJcigHc6oQIevSOCzHxTq-OjuCeFvuiWA8M9gl RHPxXh4M4GEiyV1RCLZHmFQygOMm LOAD CASE(S) Standard Concentrated Loads(lb) Vert:8=80(B)11=-I58(B)22=91(B)23=91(B)24=19(B)25=19(B) ,&WARNING-Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473—1OM312015 BEFORE USE. p Design valid for use only with Mrrek®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 ANSWMII quality Criteria,DSB-a$and BCS]Building Component 6904 Parke East Blvd. Safety IrdormaWn available from Truas Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job TrussTruss Type Qty Ply 1505802 T10 Hip 1 1 Job Reference ioptionall 715015704 Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:14 2018 Page 1 I D:15bgnJjJcig Hc6oQlevSOCzHxTq-swSasbwWSpl?zJP U??wA4ucYmgbFhu4LaDOJ nsygO MI -1-4-0 25-8 8-0-0 13-5-0 18.8-4 20-11-0 24-105 28.11-0 303-0 1 4-0 258 5.6-8 5 5-0 5-3-4 2-2-12 3.11 6 4-0 10 1 4-0 Scale=1:52.8 4x8= 2x4 II 3x4 = 5x6 = 4 5 6 7 8.00 12 2x4 8 a 3x8 i b 3 J 2 8 14 x4 = 9 I� 1 3x10 = 17 16 15 10 4x4= _ 3x8 II 19 3x6 13 12 11 3x8 I 2x4 3x8 — 2x4 I 4x4= 3x4 = 25 8 135-0 16 5� 18 8 4 23-9-0 28 11-0 253 Sb8 S5-0 3-0.8 2-2-12 5-0-12 5-2-0 Plate Offsets(X.YI— [2:0-0-7.0-0-10].[2:0-0-13.0-4-12].j2:0-38.Edge],[3:0-2-4.0-1-8].[4:0-5-12.0-2-01.[7:0-3-12.0-2-0].[9:0-0-7.0-0-10].[9:0-0-13.0-4-12].[9:0-3-8.Edoe) LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.06 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.04 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:176 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* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-19:2x6 SP No.2,13-20,6-12:2x4 SP No.3 6-0-0 oc bracing:12-14 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=637/0-5-8,9=325/0-3-8,12=1060/0-5-8 Max Horz 2=168(LC 10) Max Uplift 2=191(LC 12),9=254(LC 8),12=324(LC 9) Max Grav 2=639(LC 23),9=349(LC 24),12=1060(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-740/496,3-4=713/504,4-5=-413/490,-6=-413/490,6-7=71/264,7-8=310/644, 8-9=300/578 BOT CHORD 2-19=265/513,17-18=796/1390,15-17=196/523,9-11=355/192,12-14=-733/395, 6-14=-699/400 WEBS 3-17=1039/633,4-17=55/255,4-15=-262/64,6-15=323/706,7-12=320/246, 7-11=542/328,8-11=280/213,5-15=-318/251 NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch 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 100 Ib uplift at joint(s)except(jt=lb) 2=191,9=254,12=324. Joaquin Velez PE No.66162 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tempe FL 33610 Date: September 6,2018 Q WARNING-veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010311015 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 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 ANSVrMl 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 1505802 Tit GABLE 1 1 �Job Reference o tional 715015705 Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:16 2018 Page 1 ID:IStxlnJjJ dgHc6oQIevSOCzHxTq-0IZKGHym_RYDdZt7Qye9JhgkT9p9ode2XVQslygOMj L-4-0, 2-5-ti 8-5-8 14-5-8 18.8.4 23-9-0 28-11-0 ,90.3-0, 1 2-4-04-OT-5-8 I 6-0-0 6-0-0 4-2-12 5-0-12 8-2-0 1�-0 Scale=1:64.9 4x4 = 8.00 12 7 3x6 �i 5x6 8 8 3x8 i 5 3x6 9 3x10 i 3x4 3 10 2 0 16 = 11 1 18 17 lajl� 19 8x10= 3x8 = 15 14 13 3x8= 5x6 = 5x6= i 2-5.8 85-8 145-8 16-5.8 18-8-4 23-9-0 28-11-0 2-5.8 6-0-0 6-0-0 2-0-0 2-2-12 5-0-12 5-2-0 Plate Offsets(X.YI— j4:0 4 4.Edoel,f6:0-2-3.Edoe1.18:03-0.0-3-01 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 0.61 Vert(LL) 0.17 4-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.17 4-18 >999 180 BCLL 0.0 Rep Stress Incr YES W3 0.68 Horz(CT) 0.09 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:238 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-6,8-11:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2`Except* 6-0-0 oc bracing:13-14,11-13. 4-19:2x6 SP No.2,4-18:2x10 SP No.2,15-20,8-14:2x4 SP No.3 4-7-0 oc bracing:14-16 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-17 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=581/0-5-8,11=22410-3-8,14=1216/0-&8 Max Horz 2=342(LC11) Max Uplift 2=-301(LC 12),11=356(LC 8),14=501([-C 12) Max Grav 2=581(LC 1),11=320(LC 24),14=1216(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-40=397/324,4-5=-659/455,5-7=270/318,7-8=-279/334,8-9=117/531, 9-11=197/510 BOT CHORD 4-18=269/578,17-18=272/580,16-17=-416/257,13-14=317/139,11-13=-317/139, 14-16=1073/465,8-16=1029/454 WEBS 5-18=71/284,5-17=639/468,8-17=259/767,9-14=413/574,9-13=294/179 NOTES- 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;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.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 capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=301,11=356,14=501. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 ,&WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MF7473 rev.10AU/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 ANSVTMI 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 T15015706 1505802 T12 Roof Special 1 1 lJob Reference(optional) Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:17 2018 Page 1 I D:15bgnJjJdg Hc6oQlevSOCzHxTq-GV7i UdyPlkgagn83g7Tti XE2 KtZLu D?nGB FzOBygO Mi r1 4 0, 2-5 8 B-7-0 14-5 8 18-8-4 23-9-0 28 11-0 80.3-0 1 2-58 6-1.8 5-10 42-12 5� 5-2-0 1�-0 4x4 = Scale=1:69.1 8.00 12 5 3x6 5x6 6 3x6 4 7 3x6 �- 8 3x8 i 3 c 2 8 14 9 0 1 10 TMTMkp 3x10= 17 16 15 d 3x8 II 19 4x4 = 3x6 __ 3x8 = 13 12 11 3x8 II dddd 2x4 II 2x4 II 3x6 2x4 II X258 8-7-0 14-5-8 16 5 8 18 6 4 23-9 0 28 11-0 2-5-8 6 1 8 5-10 8 2-0 0 2-2-12 5-0 12 5-2-0 Plate Offsets(X.YI— [2:0-0-7.0-0-101.[2:0-0-13.0-4-12[.[2:0-3-8.Edge],13:0-2-8.0-1-81.14:0-3-0.0-3-01.19:0-0-13.0-4121.[9:0-3-8 Edoel 19:0-0-7.0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.07 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.12 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.05 12 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:183 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* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-19:2x6 SP No.2,13-20,6-12:2x4 SP No.3 5-8-0 oc bracing:12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=630/0-5-8,9=31410-3-8,12=1078/0-5-8 Max Horz 2=282(1-C 10) Max Uplift 2=196(1-C 12),9=277(LC 8),12=21 I(LC 12) Max Grav 2=630(LC 1),9=360(LC 24),12=1078(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-831/476,3-4=718/478,45=-385/373,5-6=394/392,6-8=54/293,8-9=298/566 BOT CHORD 2-19=250/622,17-18=739/1610,15-17=178/599,11-12=-326/179,9-11=-326/179, 12-14=873/269,6-14=843/263 WEBS 3-17=1055/594,4-17=39/272,4-15=-010/399,6-15=-104/582,8-12=399/548, 8-11=303/174 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;End., GCpi=0.18,MWFRS(envelope)and C-C Exterior(2)zone;porch 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 2=196,9=277,12=211. Joaquin Velez PE No.68182 IATek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII.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 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,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 715015707 1505802 T13 Roof Special 1 1 Job Refer ' nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:18 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-khh5hzz1VV2oRSxjGEq_6EknD7Hvcdg2xVr XweygOMh 2-5 8-7-0 el -8 18.--0 2-03-9--0 - 2S81-01-0 0.8 4212 12 2r11 -0 2-58 6-1-8 4x4 = Scale=1:66.5 8.00 12 5 3x6 5x6-i 6 3x6 4 7 3x6 8 3x8 i 3 9 2 7 13 = 1�I4 1 3x10= 16 15 14 Ldb 3x8 II 18 4x4 = 34 = 3x8 12 11 10 4x6 II 2x4 II 2x4 II 3x6 2x4 II 2-5.8 8-7-0 145.8 16-58 18-8-4 23-9-0 28-11-0 25.8 6-1-8 5-10A 2-0-0 2-2-12 5-0-12 S2-0 Plate Offsets MY} l2'0-0-7 0-0-10)`[2'0-0-13 0-4-12],12'0-3-8 Edgel [3'0-2-8 0-1-81 14:0-3-0 0-3-01 f9'0-0-13 0-4-121,[9'0-0-7 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.07 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.12 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:181 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* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-18:2x6 SP No.2,12-19,6-11:2x4 SP No.3 5-8-0 oc bracing:11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=630/0-5-8,9=225/Mechanical,11=1088/0-5-8 Max Horz 2=276(LC 9) Max Uplift 2=193(1-C 12),9=253(1-C 8),11=222(LC 12) Max Grav 2=630(LC 1),9=271(LC 24),11=1088(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-820/448,3-4=707/454,4-5=-377/347,5-6=385/365,6-8=-48/284,8-9=309/536 BOT CHORD 2-18=279/617,16-17=805/1598,14-16=185/593,10-11=-347/195,9-10=-347/195, 11-13=-863/303,6-13=833/296 WEBS 3-16=1071/628,4-16=43/272,4-14=-612/404,6-14=-113/576,8-11=395/572, 8-10=310/178 NOTES- 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)and C-C Exterior(2)zone;porch 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. 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)except(jt=lb) 2=193,9=253,11=222. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 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 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,DSS-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 715015708 1505802 T14 Common 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:19 2018 Page 1 I D:15bgnJjJdg Hc6oQIevSOCzHxTq-DtFTvJ_fH Mv.145H So1M/LnyJKNhG_M8A4kVk4T4ygO Mg 7-35 14-5-8 18-9-2 2 -7 21-0 X1-4-0 7-3-6 7-2-2 4310 3-95-0-5 5-18 1-9 44= Scale=1:65.6 8.00 12 5 3x6 3x6 i 6 34 3x6'i 4 7 3 3x6 8 9 e 2 1 3x8 II 14 13 12 11 10 4x6 II 2x4 11 3x8=3x6 5x6 2.4 7-3-6 145-8 18-9-2 23-9-7 2811-0 7-3-6 7-2-2 4310 5-0S 51-9 Plate Offsets(X.Y)— 12:0-0-7 0-0-101 f2:0-0-130-4-121 f2:0-38 Edael f9:0-0-7 0-0-10]j9:0-0-13 0-4-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 2-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 2-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:169 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, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:11-13. WEDGE WEBS 1 Row at midpt 3-13,5-13 Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 2=644/0-5-8,11=1030/0-7-0,9=247/Mechanical Max Horz 2=276(LC 9) Max Uplift 2=181(1_C 12),11=273(LC 13),9=140(LC 8) Max Grav 2=644(LC 1),11=1030(LC 1),9=273(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-726/301,35=335/207,5-6=-348/239,8-9=313/272 BOT CHORD 2-14=189/644,13-14=189/644,11-13=277/326 WEBS 313=-617/422,6-13=-191/487,6-11=-802/508,8-11=-381/567,8-10=287/172 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=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)and C-C Exterior(2)zone;porch right exposed;C-C for members and forces 8 MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=181,11=273,9=140. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 110I-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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py 715015709 1505802 T15 Common 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:20 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-h4pr6e?H2f29hEseMF t aJ9sZC4fM5gvEy9Td?WygOMf FIV 4-2-12 9-4-2 14-5-8 20-8-10 24-9-3 28-11-0 1-4-0 4-2-12 5-1� 5-1� 6-3-2 4-0-9 4-1-13 4x4= Scale=1:65.6 8.00 12 6 3x6 i 3x6 3x6 i 7 5 3x6 4 8 34 i 3x6 3 9 10 2 v_ �1 b 3x8 11 16 15 14 13 12 11 4x6 I 2x4 11 3x4= 3x8 =3x6 = 3x4 = 2x4 I I 4-2-12 9�-2 14-5.8 20-8-10 24-9-3 28.11-0 42-12 5-1.6 63-2 4-0-9 4-1-13 Plate Offsets(X,Y)— j2:0-0-7.0-0-101.12:0-0-13.0-4-12) 12:0.38.Edgel.j10:0-0-7 0-0-101 110'0-0-13 0-4-12) 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 0.38 Vert(LL) -0.03 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:178 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mid pt 5-14,6-14 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. All bearings 0-3-8 except(jt=length)16=0-5-8,12=0-7-12,10=Mechanical. (lb)- Max Horz 2=276(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 2=121(LC 8),16=235(LC 12),12=244(LC 13), 10=-103(LC 8) Max Grav All reactions 250 Ib or less at joint(s)2,10 except 16=647(LC 19),12=821(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-433/249,5-6=-417/294,6-8=-406/277,9-10=-275/234 BOT CHORD 14-15=106/384 WEBS 3-1634/369,315=-54/317,5-14=259/221,8-14=70/292,8-12=-640/446, 9.12=252/420 NOTES- 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 Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint 2,235 Ib uplift at joint 16,244 Ib uplift at joint 12 and 103 Ib uplift at joint 10. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33610 Data: September 6,2018 A&WARNING-Verify deslan parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.1"3,2015 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 ANSIRP11 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 L 715015710 1505802 T16 Common Girder 1 ore Lb Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:22 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-dSxbXKOXaHltxY01 Tg320axnTuL WZRAWQTyk4PygOMd F'1_ 1 4-2-12 + 9-4-2 14-5.8 17-11Z6 21-8-12 1-4-0 4-2-125-15 3-5-14 3-95 4x4 I I Scale=1:61.9 8.00 12 6 3x6 34 5- 7 3x6 i 5 5x6�� 4 8 5x6 3 v 2 1 4x8 = 14 15 16 13 17 12 11 1819 10 20 9 3x6 11 10x12 — 7x8— 8x10 — 8x10 — 3x8 MT20HS I I 4-2-1294-2 14-5-8 17-11.6 21-7-15 21$12 4-2-12 5 15 5 1 6 35 14 3-8-10 0 00 12 Plate Offsets(X Y1— 12'0-8-0 0-0-3) (8'Edae 0-1-121 110'0-3-8 0-5-01 f 11'0 5-0.0-6-41,[13:0-3-8.0-641 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.08 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.13 11-13 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.01 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:384 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-15 oc purlins, BOT CHORD 2x8 SP 2400E 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=569/0-3-8,14=7853/0-5-8,9=6756/0-6-4 Max Horz 2=269(LC 5) Max Uplift 2=729(LC 22),14=1969(]-C 8),9=1634(1-C 8) Max Grav 2=242(LC 18),14=7853(LC 1),9=6756(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-268/669,3-5=-4951/1195,5-6=3903/1020,6-7=-3855/1023,7-8=-3468/864, 8-9=5851/1430 BOT CHORD 2-14=532/251,13-14=532/251,11-13=1047/4054,10-11=684/2834 WEBS 3-14=5897/1530,3-13=1225/5234,5.13=-401/1483,5-11=1412/447,6-11=1033/3993, 7-11=266/869,7-10=1131/307,8-10=1148/4764 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0.9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)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;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;Enc., GCpi=0.18;MWFRS(envelope);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 729 Ib uplift at joint 2,1969 Ib uplift at joint 14 and 1634 Ib uplift at joint 9. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1581 Ib down and 381 Ib up at 6-0-12,1579 Ib down and 381 Ib up at 8-0-12,1579 Ib down and 381 Ib up at 10-0-12,1579 Ib down and 381 Ib up at 12-0-12, 1579 Ib down and 381 Ib up at 14-0.12,1579 Ib down and 381 Ib up at 16-0-12,and 1579 Ib down and 381 Ib up at 18-0-12,and Joaquin Velez PE No.68182 1579 Ib down and 381 Ib up at 20-0.12 on bottom chord. The design/selection of such connection device(s)is the responsibility of MiTek USA,Inc.FL Cert 6834 others. 6904 Parke East Blvd.Tampa FL 33810 Date: LOAD CASE(S) Standard September 6,2018 ,&WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01.7473 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 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 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 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 715015710 1505802 T16 Common Girder 1 Job Reference o tionat Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:22 2018 Page 2 ID:15bgnJjJclgHc6oQlevSOCzHxTq-dSxbXKOXaH[txY01 Tg320axnTuLVaRAWQTyk4PygOMd LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pin Vert:1-6=54,6-8=-54,2-9=10 Concentrated Loads(Ib) Vert:12=-1573(F)10=-1573(F)15=-1575(F)16=1573(F)17=1573(F)18=1573(F)19=1573(F)20=1573(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiRek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Cifteria,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 T15015711 1505802 T17 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:40:22 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-dSxbXKOXaHIbkY01 Tg320axzQuPOZg5wQTyk4PygOMd i -1 4 O 4.0-0 i 1 4-0 4-0-0 2x4 11 Scale=1:18.2 5 2x4 II B.00 12 4 3x4 i 3 1 28-3 1 7 6 5x8 = 2x4 II 2x4 II 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W3 0.04 Horz(CT) 0.00 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:24 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. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=175/4-0-0,6=22/4-0-0,7=126/4-0-0 Max Horz 2=160(LC 12) Max Uplift 2=61(LC 12),6=-26(LC 12),7=110(LC 12) Max Grav 2=175(LC 1),6=26(LC 19),7=148(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2,26 Ib uplift at joint 6 and 110 Ib uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert UU 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MF7473 rev.10.011015 BEFORE USE. w 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 in0ividual truss web andlor 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 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 715015712 1505802 T18 Monopitch Girder 1 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:23 2018 Page 1 I D:15bgnJjJclgHc6oQIevSOCzHxTq-5eU_kg 19LaQkYibD 1 OaHxoU?HYAl7_gf7ilcrygOMc 6-5.8 6-5-8 Scale=1:21.0 2 2x4 6.00 12 LJ1 X4 = 4 5 6 BE 3 2x4 II 6-5-8 6-5-8 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 0.74 Vert(LL) 0.13 1-3 >559 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.16 1-3 >468 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight:30 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-5-8 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-1 oc bracing. REACTIONS. (Ib/size) 1=605/0-3-8,3=544/0-5-8 Max Horz 1=113(LC 8) Max Uplift 1=-373(LC 5),3=-292(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)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):.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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 373 Ib uplift at joint 1 and 292 Ib uplift at joint 3. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)261 Ib down and 262 Ib up at 1-0-12,and 263 Ib down and 150 Ib up at 3-0-12,and 230 Ib down and 113 Ib up at 5-0-12 on bottom chord, The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,.Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,1-3=-10 Concentrated Loads(lb) Vert:4=-261(F)5=-263(F)6=-230(F) Joaquin Velez PE No 68182 MiTek USA-Inc.FL Cert 6634 6964 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekS connectors.This design is based only upon parameters shownand 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suee 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715015713 1505802 T19 GABLE 1 1 Job Reference tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MTek Industries,Inc Thu Sep 6 09:40:41 2018 Page 1 ID:15bgnJjJcgHc6oQlevSOCzHxTq-Z6anVJgFS66hAjTzg4AvVgbE2pYt7 WBJJnw3FFoygOMK 14 5512114-0 16-15 21-11-8 27-118 - 8 41-9-8 49.11-0 -4-0 5.8-12 4-9-5 5.10 33 -3 6-011-0 7- -010 8-1.8 Scale=1:93.2 5x8= 5x8= 6.00 12 7 8 9 3x6 i 8 3x6 5x6 10 3x6 5 11 3x6 i [j12 3x6 % 4 �1 2 3 Ig a 1 5x8= 48 4748 45 44 43 42 40 39 38 37 36 35 34 32 31 30 29 28 27 2625 24 23 22D 1918 17 16 15 1413 41 3x6= 113 33 114 3x6= 22 3.6= 3x4 II 115 3x6 = 3x6 =34 = 3x8 = 3x6 = 3x6 = NAILED NAILED NAILED 5512 11-0-0 1 -11 16-1-5 7-11 21-115 27-11� 33-11-8 41-9-8 49-11-0 5512 5-7-4 1-7-8 3-1-13 -10-0 4-0-0 6-0-0 6-0-0 7-10-0 1 8-1-8 Plate Offsets(X,Y)- [2:0-4-0,0-3-1],[5:0-3-0,0-3-0],[7:0-6-0,0-2-8],[9:0-6-0,0-2-8],[106:0.1-11,0-1-0],[108:0-1-11,0-1-0],[110:0-1-11,0-1-0],[71:0-1-13,0-1-0],[73:0-1-13 0-1-01 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) 0.01 39-40 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-48 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.01 18 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:679 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. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-35,7-30,8-30,9-30,10-25,12-18,7-35, 9-25 REACTIONS. All bearings 31-11-8 except(jt=length)2=12-11-8,46=12-11-8,42=12-11-8, 43=12-11-8,44=12-11-8,45=12-11-8,47=12-11-8,48=12-11-8,40=0-3-8,40=0-3-8, 38=0-3-8,38=0-3-8. (lb)- Max Horz 2=226(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)2,37,47,19,16,15,40,38 except 46=216(LC 34),42=202(LC 8),35-211(LC 8),30=-262(LC 5), 25=-135(LC 9),18=191([-C 35),13=114([-C 35),14=101([-C 7) Max Grav All reactions 250 Ib or less at joint(s)2,32,34,36,37,43,44,45,47, 48,31,29,28,27,26,24,23,21,20,19,17,16,15,14,40,40,38,38 except 46=424(LC 26),42=385(LC 19),35=400(LC 1),30=607(LC 1),25=304(LC 1),18=403(LC 27),13=266(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-46=-403/215,5-42=-422/230,8-30=-370/192,10.18=385/185 NOTES- 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);Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flit between the bottom chord and any other members,with BCDL=5.0psf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,37,47,19,16, 15,40,38 except(jt=1b)46=216,42=202,35=211,30=262,25=135,18=191,13=114,14=101. Joaquin Velez PE No.68182 10)"NAILED"indicates 3-1Od(0.148'x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. MTek USA,Inc.FL Cert 6634 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6904 Parke East Blvd.Tampa FL 33610 Data: LOAD CASE(S) Standard September 6,2018 Q WARNING-Vwffy design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.1411MY2015 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 ANSVrPl1 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 T15015713 1505802 T19 GABLE 1 1 Reference((optional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:42 2018 Page 2 ID:15bgnJjJdgHc6oQlevSOCzHxTq-1I89kAG4sQp1 KdYtetQkComDYyDMFeZTOaoonFygOMJ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-7=54,9-12=54,2-13=10,7-9=54 Concentrated Loads(lb) Vert:39=23(13)112=23(B)115=97(B) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev.10101/7015 BEFORE USE. Design valid for use only with Mrrekd)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 andlor 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 ]fPriggybackeBase uss TpQty JP'y T15015714 1505802 T20 1 1 -]Job Reference tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:43 2018 Page 1 ID:15bgnJjJcigHo6oOlevSOCzHxTq-W1/XxWGidjxuyn73CaxzlOJRBMPH zJcFEYLJhygOMI 14-4-9 21�-10 27-11-8 34-7-6 42-1-7 49-11-0 7-5� 6-11-1 6-11-1 6-7-14 ' 6-7-14 7-6-1 7-9-9 Scale=1:86.0 5x8= 2x4 I I 5x6= 6.00 12 5 6 7 8 4 9 3 q 5x1 ¢ 2 10 1ff rh M 4x6= 20 19 18 21 17 16 22 15 23 14 1324 12 11 2x4 II 4x6 3x8 = 3x8= 75-8 14-4-9 213-10 27-115 34-75 42-1-7 49-11-0 75$ 6-11-1 6-11-1 6-7-14 6-7-14 781 7-9-9 Plate Offsets MY)t— [5:0-6-0.0-2-8).[7:0-6-0.0-2-8].[12:0-3-8.0-1-8] 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 0.65 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.38 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.14 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:320 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except* TOP CHORD Structural wood sheathing direly applied or 3-2-2 oc purlins, 5-7,7-8:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at mid pt 4-17,5-15,6-15,7-14,9-14,10-12 5-15,7-15:2x4 SP No.2 REACTIONS. (Ib/size) 1=1585/0-5-8,11=1585/Mechanical Max Horz 1=214(LC 12) Max Uplift 1=415(LC 12),11=371(LC 13) Max Grav 1=1585(LC 1),11=1591(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3073/1990,24=-2627/1779,4-5=2158/1547,5-6=1897/1473,6-7=1897/1473, 7-9=1916/1370,9-110=1829/1194,10-11=1561/1060 BOT CHORD 1-20=1835/2672,18-20=1835/2672,17-18=1440/2288,15-17=1030/1871, 14-15=869/1639,12-14=-961/1579 WEBS 2-18=-483/450,4-18=-172/364,4-17=-647/594,5-17=-385/646,5-15=145/265, 6-15=-403/317,7-15=-316/610,9-12=-529/432,10-12=-1001/1669 NOTES- 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.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 1=415,11=371. Joaquin Velez PE No.68182 IATek USA,Inc.FL Cert 8834 6904 Parke East Blvd Tampa FL 33610 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.106=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 MI Tek' I s 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,DSB49 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 T15015715 1505802 T21 Piggyback Base 7 1 Job Reference o ti nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:44 2018 Page 1 ID:15bgnJjJcigHc6oQlevSOCzHxTq-_hGw9sHKO141awiFmlSCI DscOmlijQfmUulvr7ygOMH 731; 14-2-9 21-1-10 27-9 8 34 5 6 41-11-7 49-9-0 7-3-8 6-11-1 6-11-1 6-7-14 6-7-14 71'x1 7-9-9 Scale=1:85.7 5x8= 2x4 II 5x8 = 6.00 12 5 6 7 8 4 9 3 g 5x6 2 10 n 1 cn d 4x6 = 20 19 18 21 17 16 22 15 23 14 1324 12 11 2x4 I 4x6 3x8= 3x8 = 7J-8 142-9 21-1-10 27-9-8 345-6 41-11-7 49-9-0 7-3-8 6-11-1 6-11-1 6-7-14 6-7-14 781 7-9-9 Plate Offsets MY)— [5:0-6-0.0-2-8].[7:0-6-0.0-2-8],[12:0-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.39 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.14 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:319 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 1-3,8-10:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at midpt 4-17,5-15,6-15,7-14,9-14,10-12 515,7-15:2x4 SP No.2 REACTIONS. (Ib/size) 1=1583/0.3-8,11=1583/Mechanical Max Horz 1=214(LC 12) Max Uplift 1=-414(LC 12),11=371(LC 13) Max Grav 1=1583(LC 1),11=1589(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3045/1973,2-4=-2613/1769,4-5=2150/1542,5-6=1892/1469,6-7=1892/1469, 7-9=1912/1368,9-10=1825/1192,10-11=-1558/1059 BOT CHORD 1-20=1816/2641,18-20=1816/2641,17-18=1432/2275,15-17=1026/1864, 14-15=866/1636,12-14=-959/1576 WEBS 2-18=464/437,4-18=166/358,4-17=-639/588,517=-381/640,515=146/268, 6-15=-403/316,7-15=-314/607,9-12=-528/432,10-12=999/1666 NOTES- 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.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)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 1=414,11=371. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWAR14ING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 i1AiTek` 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 ANSVrPIt 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 T15015716 1505802 T22 Piggyback Base 1 1 Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:45 2018 Page 1 ID:15bgnJjJctgHc6oQlevSOCzHxTq-Stpl MClz9LCcB4HSJ?zRgROnA95xStvtAY1 SOZygOMG 7�8 142-9 21-1-10 27-98 I 34-5� 41-11-7 49-9-0 7-3b 6-11-1 6-11-1 fr7-14 6-7-14 7�i-1 7-9-9 Scale=1:85.7 5x8 2x4 II 5x8 = 6.00 12 5 6 7 8 4 9 3 O 5x8 2 10 c� 1 n CS 19 21 16 22 23 1324 4x6 = 20 18 17 15 14 12 11 2x4 I 4x6 3x8= 3x8 = 7�A 1441 21-1-10 27-9.8 3445-6 41-11-7 49-9-0 788 6-11-1 6-11-1 67-14 6-7-14 781 7-9-9 Plate Offsets MY1— r5:0-6-0.0-2-81.n:0-6-0.0-2-81.n2:0-3-8.0-1-81 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 0.69 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.39 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES W3 0.87 Horz(CT) 0.14 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:319 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, 1-3,8-10:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 4-17,5-15,6-15,7-14,9-14,10-12 5-15,7-15:2x4 SP No.2 REACTIONS. (Ib/size) 1=1583/0-3-8,11=1583/0-5-8 Max Horz 1=214(LC 12) Max Uplift 1=414(LC 12),11=371(LC 13) Max Grav 1=1583(LC 1),11=1589(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3045/1973,2-4=-2613/1769,4-5=2150/1542,5-6=1892/1469,6-7=1892/1469, 7-9=1912/1368,9-10=1825/1192,10-11=-1558/1059 BOT CHORD 1-20=181612641,18-20=1816/2641,17-18=1432/2275,15-17=1026/1864, 14-15=-866/1636,12-14=-959/1576 WEBS 2-18=-464/437,4-18=-166/358,4-17=-639/588,5-17=-381/640,5-15=146/268, 133-15=403/316,7-15=-314/607,9-12=-528/432,1(3-12=999/1666 NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 6 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 3x6 MT20 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 100 Ib uplift at joint(s)except 0=1b) 1=414,11=371. Joaquin Velez P£No.68182 MiTek USA,Inc.FL Cert 6834 6904 Perke East Blvd.Tempa FL 33610 Date: September 6,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE 01-7473 rev.I&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 andlor 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,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 T15015717 1505802 T23 Piggyback Base 2 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:47 2018 Page t I D:15bgnJjJclg Ho6oQlevSOCzHxTq-OGx2ntKDhySKROQgRQOvvsU6iziCwneCAs WZSSygOME L 7-0-0 13-11-1 20-10.2 2:7 34-1-14 41-7-15 40.5 7-0-0 6-11-1 6-11-1 6-7-14 6-7-14 7-6-1 7-9-9 Scale=1:85.1 5x8= 2x4 II Sxg = 6.00 12 5 6 7 8 4 9 3 5x6 2 10 1ry� N 1 C'f 6x8 = 20 19 18 21 17 16 22 t5 23 14 1324 12 11 2x4 II 3x8= 3x8= 7-0-0 13-11-1 + 20.10.2 27-0-0 34-1-14 41-7-15 49-5-8 7-0-0 6-11-1 6-11-1 6-7-14 6-7-14 71'x1 7-9-9 Plate Offsets(X.YI- I1:Edae 0-3-41 11:0-5-10.0-0-81 f1:0-0-8.0-0-41 I5:0-6-0 0-2-81,[7:0-6-0 0-2-8),[12:0-3-8 0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.37 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES W3 0.85 Horz(CT) 0.14 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:319 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, 1-3.8-10:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 4-17,5-15,6-15,7-14,9.14,10.12 5-15.7-15:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 1=1576/Mechanical,11=1576/0-58 Max Horz 1=214(LC 12) Max Uplift 1=411(LC 12),11=370(LC 13) Max Grav 1=1576(LC 1),11=1582(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2976/1927,2-4=-2577/1745,4-5=2131/1529,56=1879/1460,6-7=1879/1460, 7-9=1902/1361,9-10=1818/1186,10-11=1552/1054 BOT CHORD 1-20=1764/2563,18-20=-1764/2563,17-18=1411/2244,1517=1014/1847, 14-15=860/1627,12-14=-954/11569 WEBS 2-18=-415/403,4-18=-149/342,4-17=-619/574,517=-371/626,515=147/273, 6-15=-403/316,7-15=-309/599,9-12=-525/430,10-12=994/1658 NOTES- 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;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 3x6 MT20 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(R=1b) 1=411,11=370. Joaquin Velez PE No.66182 Weir USA,Inc.FL Cwt 6634 6904 Parke East Btvd Tampa FL 33810 Date: September 6,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10A1312015 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,DSM9 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 715015718 1505802 T24 GABLE 1 1 Reference(optional Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:49 2018 Page 1 I D:15bgnJjJcg Hc6o QtevSOCzH xTq-Kf3pCZLTDZi2gia DYr2 N?HZRAn W hOmL VdA?gX LygOMC 7-11-12 + 15-11-8 22-10.10 30. 7-11-12 7-11-12 6-11-2 7-4-10 44 = Scale=1:76.0 4X6 = _ 4x6 = 6.00 12 4x8 5x12= 4 5 6 3x6-:r- 3x4 3x4 i 3 2 q 4 4x4 1 cS �1� 11 10 31 9 32 8 33 7 3x6 II 3x4 = 54 = 3x6 = 3x4 II 7-11-12 15.11-8 22-10.10 29.9-12 3 7-11-12 7-11-12 6-11-2 6-11-2 0. Plate Offsets(X Y)- (1:Edge 0-1-121 f4 0-5-4 0-2-01.16:0-3-8 0-3-0],I9:0-3-0 0-3-0] 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 0.75 Vert(LL) -0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.15 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.07 30 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight:328 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. 4-8,6-8:2x4 SP No.2 WEBS 1 Row at midpt 2-9,4-8,6-8,5 8,6-30 OTHERS 2x4 SP No.3*Except* 6-29:2x6 SP No.2 REACTIONS. (Ib/size) 11=959/0-5-8,30=930/0-3-8 Max Horz 11=287(LC 12) Max Uplift 11=-219(LC 12),30=-323(LC 9) Max Grav 11=959(LC 1),30=1015(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1087/585,2-4=898/547,4-5=546/397,5-6=-546/397,1-11=923/548 BOT CHORD 10-11=498/195,9-10=870/914,8-9=-577/725 WEBS 2-9=-295/383,4-8=358/332,6-8=-671/914,1-10=-395/928,4-9=205/379, 5-8=416/341,6-30=1017/688 NOTES- 1)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;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSlrrPI 1. 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 will fit between the bottom chord and any other members,with BCDL=5.Opsf. 8)Bearing at joint(s)30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) 11=219,30=323. Joaquin Velez PE No.66162 Mi Tek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1"402015 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 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015719 1505802 T25 Piggyback Base 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:50 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-prdBPvM5_tqulr9P6ZZcXU6e2Att7AKesgID3nygOM B 1 6-2-12 13-9-3 21-3-10 28811 36.3-4 4 0 6-2-12 787 7-6-7 7-3-1 7 8 9 Scale=1:84.8 4x8 = 4x8 = 4x8 = 5x8 = 2.4 11 502 = 6.00 12 6 7 8 3x4 i 3x6 i 5 Q 4 8 4x4 i 3 17 n 2 d �1 N d 3x6= 15 14 13 18 12 11 19 10 20 9 3x6 I 3x6 3x4= 3x6 3,8= 3x4 II 3x4 = 6-2-12 21-310 288 11 35-9-12 62-12 7-1113.9-3 7 787 7-31 7-31 0. 8 Plate Offsets(X Y1— [6:0-6-0,0-2-81,[8 0-3a 0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.09 2-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.08 2-15 >893 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.07 17 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:258 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 6-10,8-10:2x4 SP No.2 WEBS 1 Row at midpt 5-12,6-10,7-10,8-10,8-17 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 2=205/0-3-8,15=1241/0-5-8,17=911/0-3-8 Max Horz 2=407(LC 12) Max Uplift 2=-57(LC 8),15=-436(LC 12).17=307(!-C 9) Max Grav 2=205(LC 1),15=1241(LC 1),17=999(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-449/220,3-5=964/407,5-6=-864/487,6-7=552/378,7-8=552/379 BOT CHORD 12-13=682/798,10-12=522/703 WEBS 3-15=1156/955,3-13=574/961,513=279/291,6-12=110/316,6-10=-301/255, 7-10=-438/360,8-10=-619/894,8-17=-1001/642 NOTES- 1)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;porch 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 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)Bearing at joint(s)17 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)2 except(jt=1b) 15=436,17=307. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: September 6,2018 ,l&WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111114473 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 ; building design.Bracing indicated is to prevent budding 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 MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPil 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 715015720 1505802 T26 Piggyback Base Supported Gable 1 1 Job Reference o ti nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:51 2018 Page 1 ID:15bgnJjJcgHk£o01evSOCzHxTq-H1 BZdFNjlByly?kbgG4r4iesYaCdsIAo5UUmbDygOMA i-1-4-0 13-11-8 25.7-12 1-4-0 13-11-8 1141-4 3x6 = Scale=1:55.9 13 14 15 16 17 18 19 20 21 22 23 12 6.00 12 11 10 9 8 7 3x4 i 6 3x10 I 5 5x12 11 4 3 2 1 44 43 42 41 40 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 3x6 = 3x6 = 25-7-12 25-7-12 Plate Offsets(X.Y)- J;14:0-3-0.0-2-01 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 0.44 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 24 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:279 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 2x6 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 23-24:2x4SP No.3 WEBS 1 Row at midpt 23-24,13-34,15-32,16-31,17-30,18-29, OTHERS 2x4 SP No.3 19-28,20-27,21-26,22-25 REACTIONS. All bearings 25-7-12. (lb)- Max Horz 44=344(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)44,24,35,36,37,38,39,40,41,34,32,31,30,29,28,27, 26,25 except 43=745(LC 12) Max Grav All reactions 250 Ib or less at joint(s)24,35,36,37,38,39,40,41,42,43,34,32,31,30,29, 28,27,26,25 except 44=666(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-44=545/171,2-3=617/223,3-5=358/129,5.6=-336/120,6-7=295/106,7-8=252/91 WEBS 3-43=240/590 NOTES- 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)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 14-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 10)'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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)44,24,35,36, 37,38,39,40,41,34,32,31,30,29,28,27,26,25 except(jt=1b)43=745. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8834 6904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI-7473 rev.1&1=015 BEFORE USE. Design valid for use only with MTek®connectors.This design is baud 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 iTale• 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 wilapse with possible personal injury and property damage.For general guidance regarding the MOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015721 1505802 T27 Piggyback Base 1 1 Lb Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:52 2018 Page 1 I D:15bgnJjJclgHc6oQlevSOCzHxTq-IElxgbNMVvU4cX9JoEzb4cvBOQ_atbOxxJ7EK7fygOM9 -1-4-0 6-2-12 13-3-10 19-7-7 25-11-4 1-4-0 6-2-12 7-0-14 6-3.13 6-3-13 6,00 12 4x8= 2x4 11 3x4 = Scale=1:55.3 5 6 7 3x6 4 3x4 $ 3 d 3x6 i 2 1 101 13 12 11 10 14 9 15 8 2x4 I 3x4= 3x6 = 3x8 = 3x6 I I 3x4 = 6-2-12 13-3-10 19-7-7 25-11-4 6-2-12 7-0-14 6-3-13 6.3-13 Plate Offsets(X Y�- [5:0- 40-2-01 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 0.49 Vert(LL) 0.09 12-13 >816 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.08 12-13 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.01 8 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight:182 It, 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. WEBS 1 Row at midpt 7-8,5-11,5-9,6-9 REACTIONS. (Ib/size) 8=615/0-3-8,13=253/0-3-8,12=857/0-5-8 Max Horz 13=242(LC 12) Max Uplift 8=228(LC 9),13=67(!-C 8),12=-317(LC 9) Max Grav 8=656(LC 2),13=253(LC 1),12=857(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-462/240,5-6=326/247,6-7=-326/248,7-8=586/459 BOT CHORD 12-13=530/199,9-11=294/329 WEBS 3-12=779/573,3-11=-108/404,6-9=385/315,7-9=422/552,2-12=131/330 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;porch left exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)13 except 0=1b) 8=228,12=317. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev.10A13,2015 BEFORE USE. Design valid for use only with Welke 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-99 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 715015722 1505802 T28 Piggyback Base 2 1 Job Reference o ti n it Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:54 2018 Page 1 I D:15bgnJjJcg Hc6oQlevSOCzHxTq-hesi F H Pc26 KKmTTAL OeYh KGFxo5A3vU EnRj RCYygOM7 -1-4-0 4-1-12 s-z-1z 6-5-8 10-10-s 13-3-10 16-11-8 21.6-0 2rr11-4 1-4-0 4-1-12 2-1-0 2-2-12 2-5-1 2-5-1 3-7-14 4-0-8 4-5-4 6.00 12 6x8= 3x8 17x8 = 7x8 = Scale=1:52.6 8 9 10 23 11 3x6 3x6 7 4x8 i 6 5 5x8 4 6x8 3 4x4 2 1 n 8 15 4x6 Q 5x12 = 6 3x44 5x12 = 14 = = 22 21 20 19 14 13 24 12 2x4 I I 3x4= 6x8 = 2x4 I 2x4 I 6x8 = 3x8 MT20HS I I L 4-1-12 6-2-12 1 8-5.8 10.10.9 13-3-10 16.11-8 21-6-0 25-11-4 4-1-12 2-1-0 2-2-12 2-5-1 2-5-1 �3-7-14 4-6-8 4-5- Plate Offsets(X.Y1— 1870-4-0,0-1-151,[10:0-3-8,04-41,it I:Edge0-4-41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.20 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.17 9 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) -0.07 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:259 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins, 8-11:2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 5-19,9-14:2x4 SP No.3 1 Row at midpt 5-18,9-15 WEBS 2x4 SP No.3*Except* WEBS 1 Row at mid pt 4-20,4-18,5-17,10-15,10-13 11-12,4-20:2x4 SP No.2 2 Rows at 1/3 pts 11-12,11-13 REACTIONS. (Ib/size) 12=2506/0-38,22=265/0-3-8,20=4081/0-5-8 Max Horz 22=240(LC 12) Max Uplift 12=-161O(LC 9),22=-103(LC 8),20=2661(LC 9) Max Grav 12=2745(LC 19),22=265(LC 1),20=4479(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-960/689,4-5=673/741,5-7=-1376/1640,7-8=1542/1900,8-9=1426/1801, 9-10=1417/1789,10-11=969/1211,11-12=2668/3382 BOT CHORD 21-22=476/185,20-21=374/131,5-18=2146/2620,17-18=716/500,16-17=1424/1097, 15-16=1610/1264,9-15=-858/1143 WEBS 320=1231/1879,4-20=3017/3746,18-20=556/571,4-18=2588/2117,5-17=1605/1350, 7-17=11212/1482,7-116=539/524,8-16=-446/514,8-15=-420/417,13-15=1139/916, 10-15=1158/897,10-13=-2074/2721,11-13=2693/2151 NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;porch 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 bads. 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 100 Ib uplift at joint(s)except(it=1b) 12=1610,22=103,20=2661. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1103 Ib down and 1422 Ib up at 4-1-12,and 904 Ib down and 1166 Ib up at 24-5-12 on top chord. The design/selection of such connection device(s)is the Joaquin Velez PE No.88182 responsibility of others. hi USA,Inc.FL Cart NU 6904 Parke East Blvd Tampa FL 33810 LOAD CASE(S) Standard Data: September 6,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Apt-7473 rev.1"3,2015 BEFORE USE. o 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 ;�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 Ml l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DSB49 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 pry ply 715015722 1505802 728 Piggyback 2 1 Reference(optionall Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 Mi7ek Industries,Inc. Thu Sep 6 09:40:54 2018 Page 2 ID:15bgnJjJclg Hc6oQlevSOCzHxToesiFHPr26KKmTTALOeYhKGFxo5A3vUEnRjRCYygOM7 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=54,11-23=54,19-22=10,15-18=10,12-14=10 Concentrated Loads(lb) Vert:3=915 23=750 Trapezoidal Loads(ptf) Vert:3=266-to-8=228,8=228-to-23=183 AWARNING,Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I.7473 rev,.1M MOTS 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi7ek• 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 ANSVTPIt quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty PN 715015723 1505802 T29 Piggyback Base 1 1 Reference(optionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:56 2018 Page 1 ID:15bgnJjJcgHc6oQlevSOCzHxTq-d?SgyRsZja2OmcZTpgOnlMcWbswXpOXEICXGRygOM5 -1-4-0 4-1-12 6-2-12 8-5-8 10-10-9 13-3-10 16.11$ 20-7-12 24-4-0 26-118 1�-0 41-12 2-1-0 2-2-12 2-5-1 2-5-1 3-7-14 3�-0 2-7-8 6.00 12 4x8= 3x6 I 6x8 = 16 11 3x4= Scale=1.57.7 8 9 10 11 12 3x6 3x6 i 7 2x4 I 6 5x8 i 5 6x8 4 3 4x4 2 N-/1 0 18 5x12 = 195X12 = I ===i" 3x4 = 24 23 22 21 17 16 15 2x4 II 3x4 = 6x8= 2x4 11 2x4 11 3x4 = 6x8 — 14 13 3x4 = 2x4 It 4-1-12 6.2-12 B 5 13.3-10 1Cr11� 20-7-12 24-3.8 2 26-11-8 4-1-12 2-1-0 2-2-12 410-2 3-7-14 3.8-4 3-7-12 2- Plate Offsets(X Y>— 18:0-5-4,0-2-01 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 0.87 Vert(LL) 0.10 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.09 18-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) -0.07 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:273 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc puffins, BOT CHORD 2x4 SP No.2'Except* except end verticals. 521,9-17,11-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. Except: WEBS 2x4 SP No.3'Except* 1 Row at midpt 9-18,11-15 4-22:2x4 SP No.2 WEBS 1 Row at midpt 4-22,10-18,10-16,10-15,12-14,7-20 REACTIONS. (Ib/size) 24=320/0-3-8,15=2776/0-3-8,22=3821/0-5-8 Max Harz 24=242(LC 12) Max Uplift 24=-150(LC 8),15=1766(LC 9),22=2482(LC 9) Max Grav 24=320(LC 1),15=2935(LC 19),22=4202(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-842/615,4-5=639006,57=-678/817,7-8=1388/1698,8-9=-1153/1459, 9.10=1145/1450,2-24=294/288 BOT CHORD 23-24=480/187,22-23=459/183,52053/837,19-20=1302/990,18-19=1412/1107, 9-18=841/1109,1516=884/703,11-15=1323/1720 WEBS 4-22=2798/3434,20-22=-485/474,4-20=2342/1944,7-19=320/378,8-19=293/319, 16-18=844/671,10-18=1355/1058,10-16=154/273,10-15=1729/2166, 322=1216/1837,7-20=1409/1662 NOTES- 1)Wind:ASCE 7-10;Vu@=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;porch 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 24=150,15=1766,22=2482. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1103 Ib down and 1408 Ib up at 4-1-12,and 904 Ib down and 1154 Ib up at 24-512 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cert WU Uniform Loads(ptf) 6904 Parke East Blvd.Tampa FL 33610 Vert:1-2=54,2-3=-54,11-12=-54,21-24=-10,18-20=-10,15-17=-10,13-14=10 Date: September 6,2018 ,&WARNING-VerUy design parameters and READ NOTES ON THIS AND INCLUDED MTEK 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 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 Ml 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 ANSViPI1 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type qty Ply T1 1505802 T29 Piggyback Base 1 1 b R r ce tional) Builders FirstSource, Jacksonville.FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:56 2018 Page 2 ID:15bgnJjJcigHo6oQlevSOCzHxTq-d?_SgyRsZja2OmcZTpgOnl McWbswXpOXEICXGRygOM5 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=-750 3=-915 Trapezoidal Loads(plf) Vert:3=266-to-8=-228,8=228-to-11=-183 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03!1015 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 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 of trusses and truss systems,see ANSVTPII 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 715015724 1505802 T30 Piggyback Base 5 1 Lb Reference o Uonal Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:57 2018 Page 1 ID:ISbgnJjJdgHc6oQlevSOCzHxTq-5BYgU RUK1 ivdwBIOXBFJzulG?AAGH8gTPx5ptygOM4 14 0 41-12 6 2-12 9�8 13310 17-410 20-7-14 24 4 0 26 11� 1-4-0 41-12 2-1-0311-2 3-9-0 3-7-4 2-7-8 6.00 12 7x10 = 3x6 11 7x8= 3x6 11 3x4 = Scale=1:57.2 6 7 8 9 10 6x12 MT20HS 5 6x8 4 6x8 3 4x4 !:r- 2 2 1 22 21 20 19 18 17 16 N15 ' 3x6 II 3x4 = 6x8— 4x6= 34 = 4x8= 2x4 11 12 11 3x4 = 3x4 = 2x4 I 4-1-126-2-12 9�-8 13310 17-0-10 247-14 2438 2 26-11-8 41-12 2-1-0 3-1-12 3-11-2 3-9-0 3-7� 3-7-10 2-7-8 Plate Offsets(X.Y1— f6:0-6-8.0-1-121.[20:43-6.43-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.12 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.10 16-18 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) -0.05 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:264 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except* TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, 6-10:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. Except: 9-12:2x4 SP No.3 1 Row at midpt 9-13 WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 4-20,6-18,6-16,7-16,8-16,8-13,10-12, 4-20:2x4 SP No.2 4-19,5-19 REACTIONS. (Ib/size) 22=753/0-3-8,20=3243/0-5-8,13=2921/(0-3-8+bearing block) (req.0-3-13) Max Horz 22=242(LC 12) Max Uplift 22=-485(LC 8),20=2580(1-C 9),13=2252(1-C 9) Max Grav 22=757(LC 19),20=3742(LC 19),13=3243(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-722/951,3-4=304/281,4-5=-1379/1808,5-6=1662/2262,6-7=1211/1724, 7-8=1210/1723,2-22=764/1018 BOT CHORD 21-22=-489/192,20-21=1168/626,19-20=358/182,18-19=1570/1069, 16-18=1780/1244,15-16=1149/809,13-15=1149/809,9-13=-1390/2056 WEBS 3-21=392/257,3-20=-1028/1793,4-20=2744/3778,5-18=-421/383,6-18=-279/370, 7-16=-858/1279,8-16=1502/1049,8-13=1993/2818,2-21=803/694,4-19=2357/1760, 519=1497/2083 NOTES- 1)2x4 SP No.2 bearing block 12"long at jt.13 attached to front face with 2 rows of 10d(0.131'x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be SP No.2. 2)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 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 bads. 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 100 Ib uplift at joint(s)except(#=1b) 22=485,20=2580,13=2252. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1166 Ib down and 1717 Ib up at Joaquin Velez PE NoA8181 4-1-12,and 956 Ib down and 1407 Ib up at 24-512 on top chord. The design/selection of such connection device(s)is the MiTek USA,Inc.FL Cert 6634 responsibility of others. 8904 Parke East Blvd Tampa FL 33610 Date: LOAD CASE(S) Standard September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 441TEK REFERENCE PAGE 4411-7473 rev.l alm"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 applirabilrty of design parameters and property incorporate this design into the overall ;�ele• 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 coaapse 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 SCSI 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 715015724 1505802 730 Piggyback Base 5 1 ob Refere o U nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:57 2018 Page 2 ID:15bgnJjJcgHc6oQlevSOCzHxTq-5BYgtlRUK1 ivdwBIOXBFJzulG?AAGH8gTPx5ptygOM4 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=-54,9-10=54,13-22=10,11-12=10 Concentrated Loads(lb) Vert:9=750 3=915 Trapezoidal Loads(plf) Vert:3=266-to-6=-228,6=228-to-9=-183 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10A13/2015 BEFORE USE. a Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty PN 715015725 1505802 T31 Piggyback Base 2 1 �Job Referen tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:40:58 2018 Page 1 1 D:15bgnJjJclg HC6oQlevSOCzHxTq-aN 6C5e S75KgmF4mya EiU sAR5d Pfm?s3gi3heLJyg OM3 43-2 8-2-12 13-3-10 18-11-9 24.7-8 26-11-8 1-40 43-2 3-11-10 SO.14 57-15 57-15 6.00 12 4x8= 2x4 11 Scale=1:58.1 6 7 8 9 3x6 i 5 4 3 2 1 20 19 18 17 16 15 14 21 9 13N22 2x4 11 3x6 = 11 10 2x4 II 43- 8--1 1 2 13-3-10 18-11-9 4 6-11-8 43-2 1-8-14 2-2-12 1-11-4 3.1-10 57-15 53-15 2-7-8 Plate Offsets(X Yl- r6:0-5 a 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.04 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.01 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:225 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. 8-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 8-12 WEBS 1 Row at midpt 6-15,7-12,9-11 REACTIONS. All bearings 0-3-8 except(jt=length)17=4-5-8. (lb)- Max Horz 20=242(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)20,18 except 117=281(LC 9),12=253(LC 9) Max Grav All reactions 250 Ib or less at joint(s)18,16 except 20=354(LC 1),17=695(LC 1),12=681(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-6=309/161,2-20=333/264 BOT CHORD 19-20=486/190,18-19=423/162,17-18=-423/162 WEBS 3-17=154/425,4-17=-574/447,4-15=119/325,7-12=-472/330 NOTES- 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;end vertical left exposed;parch 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)All plates are 3x4 MT20 unless otherwise indicated. 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 100 Ib uplift at joint(s)20,18 except (jt=1b)17=281,12=253. Joaquin Velez PE No.88192 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd Tampa FL 31010 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE eel-7477 rev.la'&WO1S 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 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 T15015726 1505802 T32 Piggyback 3 1 Lb Reference o 'onal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:00 2018 Page 1 ID:15bgnJjJdgHc6oQIevSOCzHxTq-WmDzVKUNdy5UVOWKittyxb WHwCE?TdY69NAIPCygOM t -1-4-0 4-1-12 7-2-4 10-2-12 13-3-10 17-0-10 20-7-14 24-4-0 26-11-8 1d-0 41-12 3-0.8 3-0-8 3-0-14 3-9-0 3-7-4 3.8-2 2-7-8 6.00 12 4x8 = 3x6 11 6x8 = 3x6 11 3x4 = Scale=1:56.9 7 8 9 10 11 6x8 3x6 6 5 6x8 i 4 3x8 II 3 m 4x6 2 1 21 20 19 18 17 16 1514 3x6 3x10 = 6x8 = 3x8 = 3x8= 2x4 II 13 12 4x4= 3x4 = 2x4 4-1-12 10-2-12 13-3-10 17-0-10 20-7-14 24-3.8 2 26-11.8 4-1-12 6-1-0 3-0-14 3-9-0 3-7� 3-7-10 2-7-8 Plate Offsets(X.YI— [2:0-2-15.0-2-01,[7:0-54.0-2-01.[19:0-3-8.0-3-01 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) 0.09 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.08 19-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) -0.03 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:259 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 10-13:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 10-14 WEBS 1 Row at midpt 4-19,6-19,6-18,7-18,8-16,9-16,9-14, 11-13,4-20 REACTIONS. (Ib/size) 21=1406/0-3-8,19=3038/0-5-8,14=2473/0-3-8 Max Horz 21=242(LC 12) Max Uplift 21=-835(LC 9),19=2056(LC 9),14=1568(LC 9) Max Grav 21=1440(LC 19),19=3266(LC 19),14=2607(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1460/1887,3-4=-1602/2172,4-6=356/294,6-7=-835/949,7-8=743/923, 8-9=742/922,2-21=1439/1875 BOT CHORD 20-21=488/196,19-20=1196/818,16-18=-688/557,15-16=-693/559,14-15=693/559, 10-14=1317/1711 WEBS 3-20=1596/2045,4-19=1414/2071,6-19=2011/2452,6-18=1213/1037,7-18=-91911203' 7-16=594/497,8-16=839/1106,9-16=600/479,9-14=1375/1698,2-20=1751/1398, 4-20=1704/986 NOTES- 1)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101 mph;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;porch 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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(R=1b) 21=835,19=2056,14=1568. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1103 Ib down and 1408 Ib up at 4-1-12,and 904 Ib down and 1154 Ib up at 24-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.68162 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 PkTek USA,Inc.FL Cert 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:1-2=54,2-3=-54,10-11=54,14-21=-10,12-13=-10 Date: September 6,2018 AWARNING.VerW design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 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 ANSIRPN 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 715015726 1505802 T32 Piggyback Base 3 1 Lb Reference fo tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:00 2018 Page 2 ID:15bgnJjJclg Hc6oQlevSOCzHxTq-VJmDzVKUNdy5UVOwKitlyxb WHWCE?TdY69NAIPCygOM1 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10=750 3=915 Trapezoidal Loads(plf) Vert:3=266-to-7=-228,7=228-to-10=-183 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.100"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 ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 -::I Job Truss Truss Type Qty Py T15015727 1505802 Tru Common Supported Gable 1 1 Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:012018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-yn LjgU?OFDL6YV WFMGBUp3e5coCJgG01 vlyeygOMO -1-4-0 5-11-8 11-11-0 13-3-0 1-4-0 5-11-8 5.11-8 1-4-0 Scale=1:30.2 3x6 = 8 9 7 8.00 12 6 10 3x4 i 5 11 3x4 12 � 3x10 14 3x10 13 I 3 5x811 5x8 I 2 14 15 y 1 25 24 23 22 21 20 19 18 17 16 11-11-0 11-11-0 Plate Offsets(X Y>- f2�0-7-7 0-0-01 f8 0-30 Edael 04:0-7-7,04)-01 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 0.18 Vert(LL) -0.01 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 15 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:88 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-11-0. (lb)- Max Horz 25=-209(LC 10) Max Uplift All uplift 100 lb or less at joint(s)23,18 except 25=141(LC 8),16=123(LC 9),22=-108(LC 12), 24=-138(LC 9),19=108([-C 13),17=125([-C 8) Max Grav All reactions 250 Ib or less at joint(s)25,16,21,22,23,24,20,19,18,17 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 9)'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)23,18 except 0=1b)25=141,16=123,22=108,24=138,19=108,17=125. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010311015 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715015728 1505802 T34 Common 1 1 Job Reference tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:02 2018 Page 1 I D:15bgnJj Jdg Hc6oQlevSOCzHxTq-S9Li%WVd9ZLBkh4jp4n000bmBOzCldbPchfsU4ygOM? i -1-4-0 1-10-0 5-11-8 10-1-0 r 11-11-0 113-0 1-4.0 1-10-0 4-1-84-1.8 1-10-0 1-0-0 4x6 11 Scale=1:35.0 4 8.00 12 2x4 I 2x4 I 3 5 4x6 i 4x6-� 2 6 1 7 `¢ 10 9 11 8 3x8 11 3x8 11 6x8= 6x8= 1� 10-0 110-1-0 1 1-11-0 1-10-0 8-3-0 1-10-0 Plate Offsets(X.YI— )2:0-2-14,0-2-0),[6:0-2-14.0-2-01.[9:04-0.0-401.[1070-4-0.0 401 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 0.35 Vert(LL) 0.07 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.11 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:87 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 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) 11=704/0-5-8,8=704/0-5-8 Max Horz 11=-180(LC 10) Max Uplift 11=-213(LC 12),8=213(LC 13) Max Grav 11=710(LC 19),8=704(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-744/400,34=858/537,4-5=-853/537,5-6=711/400,2-11=952/566, 6-8=911/566 BOT CHORD 9-10=97/398 WEBS 49=-269/444,5-9=279/212,4-10=269/453,3-10=280/212,2-10=350!751, 6-9=351/789 NOTES- 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;End., GCpi=0.18;MWFRS(envelope)and C-C Extedor(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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 11=213,8=213. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-4=-54,46=54,6-7=54,10-11=10,9-10=70(F=60),8-9=10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8834 6904 Parke East BNtL Tampa FL 33810 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1OV31201S 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 ANSVrP11 Quality Crtteria,DSB-a9 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 715015729 1505802 T35 Common 2 1 Job Reference (optional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:03 2018 Page 1 ID:15bgnJjJdgHc6oQIevSOCzHxTq-wLv58L WWvAT2MrtvNnlfZE8w7QJQg9HZrLOPDXygOM_ -1-4-0 1-10-0 5-11 10-1-0 11-3-12 1-4-0 1-10-0 41$ 4-1-8 1-2-12 4x6 I I Scale=1:35.2 4 8.00 12 2x4 I 2x4 11 3 5 3x6\ 4x6 6 2 1 9 8 7 3x8 1011 6x8 = 6x8=34 I I 1-10-0 10-1-0 11-3-12 , 1-10-0 83-0 1-2-12 1 Plate Offsets(X.YI— 12,0-2-14,0-2-01,18:0-4-0.0-4-41,[9:0-4-0.0-401 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) 0.07 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:83 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 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) 10=677/0-5-8,7=608/Mechanical Max Horz 10=151(LC 9) Max Uplift 10=-201(LC 12),7=178(LC 13) Max Grav 10=682(LC 19),7=619(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-689/387,3-4=805/525,4-5=-675/436,5-6=-545/277,2-10=901/544, 6-7=989/496 BOT CHORD 8-9=-143/343 WEBS 3-9=-283/215,4-9=282/454,4-8=-166/279,5-8=271/251,2-9=332/719,6-8=-441/830 NOTES- 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 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)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)except 0=1b) 10=201,7=178. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-2=54,2-4=-54,46=54,9-10=-10,8-9=70(F=60),7-8=-10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 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 BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Sude 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty PN 715015730 1505802 T36 Common 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:41:04 2018 Page 1 I D:15bgnJjJcg Hc6oQIevSOCzHxTq-OXTU L hXthAbvz?E5xVpu 5Rh79pfdPcVi4?8yYzyg O Lz 1-10-0 5-11-8 10-1-011-3-12 1-10-0 4-1-8 4-1-8 1-2-12 4x6 11 Scale=1:35.2 3 8.00 12 2x4 I 2x4 11 2 4 3x6 5 3x6 1 8 7 6 9 _ 3x6 11 6x8— 6x8 =3x6 11 1-10.410-1-0 ,11-3-12 , 1-10-0-0� 8-3-0 1-2-12 Plate Offsets(X.Y1— [7:0-4-0,0-4-41,[870-4-0. 4 O1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:80 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 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) 9=587/0-5-8,6=614/Mechanical Max Horz 9=138(LC 10) Max Uplift 9=169(1_C 12),6=178(LC 13) Max Grav 9=598(LC 19),6=624(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-089/379,2-3=822/532,3-4=-677/437,45=548/278,1-9=813/424,5-6=-994/497 BOT CHORD 7-8=-143/348 WEBS 2-8=-266/244,3-8=289/471,3-7=-166/277,47=271/252,1-8=376/700,5-7=-442/833 NOTES- 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.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 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)except(jt=1b) 9=169,6=178. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-5=-54,8-9=10,7-8=70(1`=60),6-7=10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6854 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101111-7473 rev.1&9712015 BEFORE USE. Design valid for use only with MTelob 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 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 715015731 1505802 T37 Flat 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:04 2018 Page 1 I D:15bgnJjJcigHc6oglevSOCzHxTq-OXTU L hXthAbvz?E5xVpu5RhOEpf6Pa Ni4?8yYzyg OLz -11-0 10-2-0 11-3-12 1-11-0 41� 4-1-8 112 Scale=1:38.3 3x6 = 2x4 II 3x4 2x4 114x4 = = 1 2 3 4 5 6 9 11 12 8 10 7 3x8 II 6x8— 3x8 II 6x8= 1-11-0 10.2-0 ,11-3-12 1_11_0 83-0 1-1-12 Plate Offsets(X Y)— 18:0-4-0 04411.19:04-0,0 401 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.12 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(CT) -0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:114 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=668/0-5-8,7=612/Mechanical Max Horz 10=-179(LC 10) Max Uplift 10=-295(LC 8),7=246(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=838/665,2-3=300/274,3-4=300/274,6-7=984/680 BOT CHORD 8-9=-292/281 WEBS 2-9=568/729,6-8=-683/965,4-8=-227/295 NOTES- 1)Wind:ASCE 7-10;Vuh=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 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 24-0 wide will fin 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 100 Ib uplift at joint(s)except(jt=1b) 10=295,7=246. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-6=-54,9-10=10,8-9=-70(F=-60),7-8=10 Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103,2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 715015732 1505802 T38 Flat 1 1 job Reference ' nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:05 2018 Page 1 ID:15bgnJjJclg Ho6oQlevSOCzHxTq-sk t sZ1 XWSUjmb9plUCK7efD6MD_48_1 sJftW4PygOLy 140 1-100 5-11-8 101-0 11-3-12 1-4-0 1-10-0 4-1-8 4-1.8 1-2- Scale=1:44.4 3x8= 2x4 I 3x4 = 4x4= 1 2 3 4 5 6 II N r; 11 12 10 9 8 7 3.8 II 6x8= 3x8 II 8x8 = 1-10-0 10-1-0 i11-3-12� 1-10-0 8-3-0 1-2-12 Plate Offsets(X Y)I— 12:0-3-8,0-1-81,18:0-4-0,0-4-41.[9704-0 04-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.13 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) -0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:125 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 1 Row at midpt 2-10 REACTIONS. (Ib/size) 10=672/0-5-8,7=608/Mechanical Max Horz 10=-21 O(LC 10) Max Uplift 10=305(LC 8),7=257(LC 9) Max Grav 10=672(LC 1),7=623(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=847/670,2-3=288/268,3-4=288/268,6-7=-9861689 BOT CHORD B-9=-271/261 WEBS 4-8=-240/308,2-9=5791741,6-8=-685/964 NOTES- 1)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 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=5.0psf. 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)except(jt=lb) 10=305,7=257. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-6=-54,9-10=10,8-9=-70(F=-60),7-8=10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-VerW design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE hill-7473 rev.1&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 ANSVTPl1 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015733 1505802 T39 Flat 1 1 Lb Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:06 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-LwbEmNYBDord DJNU2wsMBsmPodDF1ZU?XJd3csygOLx 4-7-149-3-12 4-7-14 47-14 2x4 I I 3x4 2x4 11 Scale=1:49.1 = 1 2 3 V u c� r 6 7 5 4 3x6 = 3x6 = 9-3-12 9-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.38 45 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.52 4-5 >208 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:76 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 9-10-2 oc bracing. WEBS 1 Row at midpt 1-5,3-4,2-5,2-4 REACTIONS. (Ib/size) 5=289/0-5-8,4=289/Mechanical Max Uplift 5=99(LC 8),4=99(LC 8) Max Grav 5=309(LC 2),4=309(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 100 Ib uplift at joint(s)5,4. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AWI.7473 rev.1010312015 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 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 ANSVTP11 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 715015734 1505802 T40 Flat 1 1 ob Refere o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:07 2018 Page 1 ID:l5bgnJjJclgHc6oQlevSOCzHxTq-p69czjZm_5zUgTygcdNbj4JZ11 ZfcOZBmzMd8lygOLw 47-14 9312 J 47-14 4-7-14 Scale=1:54.3 2X4 3x4 2x4 I = 1 2 3 5 n6. , 4 3x6= 3x6= 9-3-12 9-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.42 4-5 >255 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.56 4-5 >193 180 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:82 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 5-8-6 oc bracing. WEBS 1 Row at midpt 1-5,3-4,2-5,2-4 REACTIONS. (Ib/size) 5=289/0-5-8,4=289/Mechanical Max Uplift 5=99(LC 8),4=99(1_C 8) Max Grav 5=316(LC 2),4=316(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)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;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 100 Ib uplift at joint(s)5,4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Data: September 6,2018 WARNING-verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.IOM312015 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 BIW. Safety IMormation available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty ply 715015735 1505802 741 Common Supported Gable 1 1 Job Reference Ootjonah Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:08 2018 Page 1 I D:15bgnJjJdg Hc6oQlevSOCzHxTq-HJi_B3aOIP5 L ScxtALugGHrg3R68LU FI?d6Ahkyg OLv 9-5-8 18-11-0 1-4-0 9-5-8 9-5-8 3x6— Scale=1:40.2 9 10 11 8 12 8.00 12 7 13 6 14 5 15 3x4 �i g 4 16 17 cY1 2 d 4x6 = 29 28 27 26 25 24 23 22 21 20 19 18 3x4�� 5x6 = 18-11-0 18-11-0 Plate Offsets(X Y�— 110'0-3-0 Edgy [23'0-3-0 0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 17 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:126 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 18-11-0. (lb)- Max Horz 2=222(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)2,17,24,25,26,27,28,29,21,20,19 except 22=-100(LC 13), 18=-123(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,17,24,25,26,27,28,29,23,22,21,20,19,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 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)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,17,24,25,26, 27,28,29,21,20,19 except 0=1b)22=100,18=123. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8854 6904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 Q WARMNG-venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I141I-7473 rev.1aro3/201S BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPf1 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 715015736 1505802 T41 A Roof Special 1 1 Job ere o ti nal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:09 2018 Page 1 I D:15bgnJjJcig Hc6oQlevSOCzHxTg4VGM OPbO Wj DC4m63j2 P3oVOgYgJQ413REHqDAygOLu -1-4-0 5-10-013-11-8 1 1-0-0 5-10-0 7$ 7-" fi.00 t2 Scale=1:42.0 7 4x6 4x6 6 2x4 II 5 4x4 4 4x6 3 2 11 5x12 = 2 3x10— N �t Ib 3x4 13 10 9 8 44 = 3x4 = 6x8 — 510-07-5� 13-11-8 1 5-10-0 7-81-0-0 66-0 Plate Offsets(KY)t— f2:0-2-10,0-1-81 13:0-1-0 0-1-121.f6:0-3-O.Edoel 17:0-2-15.0-2-01,18:0-3-8.0-3-01,19:0-0-0.0-"1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.24 13 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.20 13 >806 180 BCLL 0.0 Rep Stress Iner YES WB 0.72 Horz(CT) -0.17 8 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight:97 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, BOT CHORD 2x4 SP No.2`Except' except end verticals. 4-13,5-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-5-10 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:9-11 WEBS 1 Row at midpt 7-11 REACTIONS. (Ib/size) 8=438/0-5-0,2=531/0-3-8 Max Horz 2=343(LC 9) Max Uplift 8=302(1-C 9),2=-207(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-726/853,3-4=1642/3465,4-5=951/1784,5-7=1058/1933,7-8=398/712 BOT CHORD 2-13=1562/598,12-113=1608/640,4-12=1645/639,11-12=3600/1481,5-11=354/452 WEBS 7-11=2282/1101,4-11=664/1714,3-13=813/1906,3-12=-3458/1362 NOTES- 1)Wind:ASCE 7-10;Vuh=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;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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 8=302,2=207. Joaquin Velez PE No.68182 kbTek USA,Inc.FL Cert 6651 6904 Parke East Blvd.Tampa FL 39610 Date: September 6,2018 WARNING-Verify design parameters 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 parameters and 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 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 ANSVTPI1 Quality Crneria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty P7Job 715015737 1505802 T42 Common 1 efer nce(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:09 2018 Page 1 I D:15bgnJjJclg Hc6oQlevSOCzHxTq-NGMOPbO Wj DC4ni63j2 P3oVOz Hgla4t8R E H rj DAygO Lu 419.6 9-5-8 14-1-10 18-11-0 "6 4-8-2 4-8-2 4-9.6 4x4 = Scale=1:41.8 3 8.00 12 2x4 2x4 i 2 4 1 5 d 6 3x8 II 7 3x8 3x6 = 3x8 II = 95-8 18-11-0 95.8 9-" Plate Offsets(X Y1- f1:0-0- 0-0-101,[1:0-0-13 04-121 f1 0-3-8 Edael 15:0-0-7 0-0-101,15:0-0-13 0-4-121 j5 0-3-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.16 5.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.25 5-7 >901 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:90 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. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 1=591/0-5-8,5=591/0-5-8 Max Horz 1=175(LC 8) Max Uplift 1=156(LC 12),5=156(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-809/463,2-3=651/394,3.4=-651/394,4-5=809/463 BOT CHORD 1-7=-290/659,5-7=290/612 WEBS 3-7=-253/467,4-7=308/272,2-7=-308/272 NOTES- 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;Iii 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 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 frit between the bottom Chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 1=156,5=156. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and 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 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 Truss Truss Type Qty Ply 715015738 1505802 T43 Roof Special 5 1 Job Reference(optionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:10 2018 Page 1 I D:15bgnJjJdgHc6oQ IevSOCzHxTq-DhgldbeGOL3hwhF Hlwl Lix4QEfApl kb SxbHldygOLt 2-5-8 9.5.8 16.5-8 18-11-0 2211 7-0-0 7-0-0 2-5-8 4x6 = Scale=1:42.0 3 8.00 12 3x8 i 3x8 2 4 5 1 7 0 rr� 3x10= 8 3x10 = d d' 4x8 = 3x8 II 10 6 3x8 I 2x4 I 2x4 I 2-5-8 9-5.8 16-5.818-11-0 2-5.8 7-0-0 7-0-0 25-8 Plate Offsets(X.Y)- f1:0-3-8.Edael.f1:0-0-13.0-4-121.110-0-7.0-0-101.f2:0-1-4.0-1-81.f4:0-1-4.0-1-81.15:0-0-7.0-0-101.f5:0-0-13.0-4121.f5:0-3-8.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.17 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.17 5 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight:99 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. 2-10,46:2x6 SP No.2 WEBS 1 Row at midpt 4-8,2-8 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 1=591/0-5-8,5=59110-5-8 Max Horz 1=175(LC 8) Max Uplift 1=156(LC 12),5=156(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-857/469,2-3=752/395,3-4=-752/395,45=857/469 BOT CHORD 1-10=311/676,8-9=980/1852,7-8=-980/1708,5-0=311/609 WEBS 3-8=-147/398,48=1325/882,2-8=1325/882 NOTES- 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;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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 1=156,5=156. Joaquin Velez PE No.88182 MITek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33810 Date. September 6,2018 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev.1"3,2015 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 ;� 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 Mllek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see IANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ry Jab Truss Truss Type Q T15015739 1505802 T45 GABLE 1 �Ply 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:11 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-htO7p5cG1 KTwJ4GRrTRXuwTLue8yYgxkhbKgH3ygOLs -1-4-0 14-3-8 15-5-0 1-4-0 14-3-8 3) = Scale=1:40.0 12 13 14 15 11 10 6.00 12 9 8 N 7 n 6 � 5 3x4 3 4 2 �1 4x8— 26 25 24 23 22 21 20 19 18 17 16 165-0 Plate Offsets(X Y1— [2 0-4-0 0-2-1],[130-3-0 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 0.16 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES W3 0.06 Horz(CT) -0.00 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:119 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-5-0. (lb)- Max Horz 2=373(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)2,16,26,25,24,23,22,21,20,19,18,17 Max Grav All reactions 250 Ib or less at joint(s)2,16,26,25,24,23,22,21,20,19,18,17 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-373/143,4-5=337/119,5-6=-290/105 NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom Chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,16,26,25,24, 23,22,21,20,19,18,17. Joaquin Velez PE No.68181 MITek USA,Inc.FL Cert 8854 8904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 QWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114114473 rev.1410312015 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 budding 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 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 Qty PN m 715015740 1505802 T46 Common 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:12 2018 Page 1 ID:15bgnJjJcgHc6oQlevSOCzHxTq-94yV 1 QdvoebnxErePAymQ70TM2QI HB 1 uwF40gVygOLr 1 4 0 6-5-0 12-3-8 143 8 ,155-0 1 6-5-0 510-8 2-0-0 1-1$ 5x6= Scale=1.45.5 600 12 2x4 6 7 2x4 11 5 3x6 4 3x4 3 ? 2 a'1 3x4 = 10 g 8 2x4 II 3x8= 3x4= 6-5-0i 12-3.8 12 -4 155-0 6-5-0 5-10$ 0-til 2 2-11-12 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 0.37 Vert(LL) -0.04 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 HGrz(CT) 0.01 9 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight:104 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) 2=456/0.5-8,9=594/0-3-8 Max Horz 2=269(LC 12) Max Uplift 2=91(LC 12),9=-258(LC 12) Max Grav 2=464(LC 23),9=594(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=510/82 BOT CHORD 2-10=371/389,9-10=-371/389 WEBS 3-9=-455/441,59=257/317 NOTES- 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;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)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)2 except lit=lb) 9=258. Joaquin Velez PE No.88182 IWTek USA,Inc.FL Cwt 8834 6904 Parke East Blvd Tampa FL 33610 Dab: September 6,2018 Q WARNING-Verify deslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rate.10ro312015 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• I 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 SCSI 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 0157 1505802 747 GABLE 1 1 71541 Builders FirstSource,Jacksonville,FI 32244 8.210 s Feb 23 2018 MiTek Industries,Inc.Thu Sep 6 11:10:33 2018 Page 1 ID:15bgnJjJdgHdioQlevSOCzHxT(I-Qtt Azy?_6afnki5NMvOs2_SO7wSCOdD5sj938xygNwK Mill -4-12 81-0 14.6-0 �OE-0 26-2-0 29-'a-9 4-4-12 4-1-4 6-0-0 6-0-0 58-0 3-1-8 4x8 = Scale=1:69.1 4x8= 6.00 12 3 4 5 3x4 2 3x4 6 3x4 5- 3x4 1 7 4 v 19 18 74 3x4= 3x8= 11 76 10 77 9 8 3x4— 1716 15 14 % 12 5x6= 3x4— 3x4= 4ffMI' 3 s 1' a s z-s a z-s 4 a s-0-0 s-a o a 1-1z z-11-1z Plate Offsets(X Y)— [370-5 40-2-01,[570-5-4 0-2-01,[1170-3-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.03 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.04 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:535 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, Except: OTHERS 2x4 SP No.3 10-0-0 oc bracing:18-19,17-18,10-12. WEBS 1 Row at mid pt 3-12,4-12,5-12,3-17,5-10,2-18,2-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide- REACTIONS. All bearings 6-1-8 except Qt=length)19=0-5-8,9=0-3-8. (lb)- Max Horz 19=-102(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)16 except 19=130(LC 9),12=-431(LC 8),9=224(1-C 13),17=313(1-C 9),13-101(1-C 18) Max Grav All reactions 250 Ib or less at joint(s)19,16,15,14 except 12=768(LC 2),12=766(LC 1),9=546(LC 26),17=417(LC 2),17=385(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19=227/255 WEBS 4-12=377/306,5-12=-284/208,6-9=-422/293,2-17=195/373 NOTES- 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)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-40 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)16 except Gt=1b) 19=130,12=431,9=224,17=313,13=101. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Padre East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110114473 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 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 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,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Py 771�0742 1505802 T48 Piggyback Base 1 1 Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:28 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-h9wYOvpxlYcVsh3jLXFX4VgAaVsU1JIEbkyEOaygOLb 7-10 2 14-7-14 21-1-14 26-2-0 , 29 3 8 7-10-2 6-9-12 66-0 5-0-2 31$ 5x12 = 2x4 I 4x8= Scale=1:66.6 6.00 12 2 3 4 3x4 5 4x6 3x4 < NV 6 q 9 I@ - - 1, 2 13 14 12 RE 15 16 11 10 17 9 18 BE 8 7 2x4 I 4x10 MT20HS = 34 = 3x4—_ 3x4 2x4 11 3x8= 7-10-2 8 14-7-14 21-1-14 26-2-0 2 122938 7-10-2 0� 6-5-6 s�0 5 0 2 a-12z-11-1z Plate Offsets(X Yl— [2:0-10-0.0-2-81,[4:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.11 12-13 >857 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.17 12-13 >577 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.00 8 nla n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:267 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 2-12,4-9,5-8,1-12,3-11 2-12:2x8 SP 2400F 2.OE,2-11,4-11:2x4 SP No.2 REACTIONS. (Ib/size) 13=143/0-5-8,12=980/0-5-8,8=733/0-3-8 Max Horz 13=58(LC 11) Max Uplift 13=-31(LC 12),12=278(LC 9),8=175(LC 13) Max Grav 13=213(LC 25),12=1019(LC 2),8=781(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=214/289,3-4=213/290,4-5=-270/251 WEBS 2-12=-839/612,2-1 1=324/516,5-9=132/393.5-8=649/452,3-11=-406/322 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft,Cat.11;Exp C.End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 bads. 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 100 Ib uplift at joint(s)13 except(jt=1b) 12=278,8=175. Joaquin Velez PE No.68182 Ih1?ek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Dab: September 6,2018 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 ANSVTPH Quality Crtterla,DSB49 and SCSI 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 T15015743 1505802 T49 Piggyback Base 1 1 Lb Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:29 2018 Page 1 ID:15bgn4JcgHc6oQlevSOCzHxTq-9LUwbEgZoskMTrevuFmmcjDL2uDrmpfOgOhnwOygOLa 3- 10.2 10�0 17-1-14 22-2-0 25 3 8 3.10.2 1 6-7-14 6-7-14 5-0-2 3-1� 6.00 12 4x8= 2x4 I I 4x8 = Scale=1:62.3 2 3 4 3x4 1 3x4 5 3x4 6 u5 13 12 14 15 10 16 11 9 8 7 34 II 3x4 = 3x8 = 3x6 3x4 = 3x4= 2x4 3-10-2 10-0 0 17-1-14 22-2-0 22-3x12 25 3 8 3.10.2 6-7-14 6-7-14 5-0-2 0-1-12 2� 11 12 Plate Offsets(X Y1- [2:0-5-4,0-2-01,[4:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.06 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.09 11-12 >999 180 BCLL , 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:233 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*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-11.4-11:2x4 SP No.2 6-0-0 oc bracing:8-9. WEBS 1 Row at midpt 2-12,3-11,4-9,5-8,1-13 REACTIONS. (Ib/size) 13=692/0-3-8,8=908/0-3-8 Max Horz 13=-103(LC 13) Max Uplift 13=-190(LC 9),8=194(LC 8) Max Grav 13=719(LC 2),8=958(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-285/215,2-3=-403/372,3-4=-403/372,4-5=364/292,1-13=719/486 BOT CHORD 11-12=58/255,9-11=-88/276 WEBS 2-12=-433/350,2-11=-248/343,3-11=-415/338,4-11=-102/269,4-9=370/207, 5.9=201/552,5-8=819/528,1-12=343/583 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=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)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 100 Ib uplift at joint(s)except 01=1b) 13=190,8=194. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert NU 6904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 AwARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 deerty sign.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 propdamage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrtP11 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 715015744 1505802 T50 Piggyback Base 3 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:30 2018 Page 1 I D:15bgnJjJcgHc6oQIevSOCzHxTq-eX 1 JoarBZAsD5?D5SyH?9wmVil PiVECX32RLSTygOLZ i 3:11-211-7-12 17-1-14 16-8-0 z3-s-o i zs3-e i 3� 0,2 6-s-io 6{r2 1.6•z s1-o 1$9 6.00 12 4x8= 5x6= Scale=1:63.3 2 3 4 5 3x4-5- 1 1 4x4 6 3x4 7 R n �b 1 10 6 O 1 3x8 3x4 — 15 c� 14 27 13 3x10= 26 3x4= 3x6= 3x8= 21 9 8 3x4= 253-6 i 1-98 310-2 10-7-12 12-2-4 142 16A-0 18.8-0 239-0 2-0.10 6310 -8 20251 S1-0 01 1-3-8 Plate Offsets(X Y1— [2:0-5-4,0-2-01.[4:0-3-0.0-2-01.[12:0-6-8.0-1-81 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 0.57 Vert(LL) -0.14 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.13 9 n/a n/a BCDL 5.0 Code FBC2017/7PI2014 Matrix-S Weight:250 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.3'Except* except end verticals. 14-16,10-11,8-9,12-14:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:9-10. 1 Row at midpt 5-11 WEBS 1 Row at mid pt 2-15,4-12,1-26,3-13 REACTIONS. (Ib/size) 26=758/0-3-8,9=842/0-3-0 Max Horz 26=-103(LC 13) Max Uplift 26=-199(LC 9),9=179(LC 8) Max Grav 26=776(LC 2),9=842(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-343/230,2-3=510/428,3-4=-510/428,4-5=434/438,5-6=506/346, 16-26=776/521,1-16=774/504 BOT CHORD 13-15=68/300,12-13=170/402,11-12=101/331,9-10=-851/551,6-10=798/554 WEBS 1-15=366/632,2-15=472/386,2-13=-300/424,4-12=-264/120,6-11=235/547, 3-13=415/341 NOTES- 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.ll;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)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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)Bearing at joint(s)26,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 26=199,9=179. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33610 Data: September 6,2018 O WARNING-Verify design parameters and READ NOTES ON TM AND INCLUDED WMK REFERENCE PAGE 11411-7473 rev.10103,201S 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 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 of trusses and truss systems,see ANSV1P11 Quality Criteria,DS849 and BCS,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 Qty Ply 1505802 T51 GABLE 1 1 �.l.h Reference(optionall(optional 715015745 Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:39 2018 Page 1 I0:15bgnJjJdgHc6oQlevSOCzHxTq-tG4ihfygRx?xgNPgULx6Ogd18wdK6J5s7x6JHRygOLQ -4-0 8-9.9 7-1.15 h11-0 59.1 57-5 51-3 7-h4 -54 Scale=1:91.0 5x6 = 5x8 = 3x6 = 3x4 II 3x8 = 6x8 = 6.00 12 5 6 7 8 9 10 11 6x8 i 3x6 5x8 4 12 3x6 i 13 sx8 II 3 q 1 2 8 � 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 7 89 90 16 3x4 II 3x6= 3x6 = 86 20 4x8= 01 5x6 = 3x6 = 19 18 17 16 15 14 3x6 = 5,8 = 3x6 = 6x8 = 3x4 I 23-7-8 48-9-0 699 13-11-8 t8-10.a 232-0 2 29-3-1 34105 39-11-8 47-3-12 47 69-9 7-1-15 411-0 438 57-9 57-5 SIJ 744 0-1-2 0.15 138 Plate Offsets(X.YI— 12:0-5-0 0-2-81 15:0-6-0 0-2-81,[8:0-3-0 0-3-OL[11:0-6-0 0-2-81 [17'0-30 0-3-01 [29:0-3-0 0-3-01.[37'0-1-10,0.1-0j,139:0-1-100-1-0) 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 0.52 Vert(LL) -0.07 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.10 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.02 19 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:652 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 11-13:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 7-19:2x4 SP No.3 1 Row at midpt 7-20 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-24,6-20,9-19,10-17,5-28,6-24,11-16 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-5-8 except(jt=length)19=0-3-0,15=0-3-8. (lb)- Max Horz 36=214(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)35,27,21 except 36=102(LC 12), 19=-306(LC 8),33=381(LC 12),28=162(1-C 12),24=-192(LC 9),20=296(LC 9), 15=-377(LC 13) Max Grav All reactions 250 Ib or less at joint(s)35,34,32,31,30,27,26,25, 23,22,21 except 36=277(LC 23),19=730(LC 2),33=472(LC 23),28=260(LC 1), 24=283(LC 23),20=376(LC 24),20=351(LC 1),15=904(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-12=539/403,2-36=254/230,9-10=-465/478,10-11=469/479 BOT CHORD 35-36=272/124,3435=272/124,33-34=272/124,7-20=281/236,18-19=-156/358, 17-18=156/358,16-17=188/406 WEBS 433=429/410,9-19=771/400,9-18=0/275,9-17=146/256,10-17=300/243, 12-16=199/482,12-15=903/749 NOTES- 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.11;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 4)na 5)Provide adequate drainage to prevent water ponding. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68192 9)'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 MiTek USA,Inc.FL Celt 6634 will fit between the bottom Chord and any other members,with BCDL=5.Opsf. 6904 Parke East Blvd.Tampa FL 33610 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)35,27,21 except Date: (jt=1b)36=102,19=306,33=381,28=162,24=192,20=296,15=377. September 6,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ma-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,DSS-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 715015746 1505802 T52 Piggyback Base 1 1 Job fernce(optionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:40 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-LTe5v?zTCE7olX_023TLZ1 A9tKvNd9?MbssptygOLP -4-0 62-12 7-0.14 5.7.15 5.7.15 7-10-3 8.1-11 6811 •5.4 Scale 5 6.00 12 x8 3x4 11 5x8 5 6 7 8 9 10 4x6 4 1112 3 4x6 2 SM ^ N fb 24 23 22 21 25 20 26 19 = 27 16 28 29 I� a 3x4 II 18 17 15 14 13 4x6= 6x8= 3x4 11 247-8 48-M 6.2-12 13J-10 18-11-9 24-0-0 2 32-511 447-6 47-b12 47 fi-2-12 7-0.14 57-15 50.7 7-10.7 8-1-11 6-86 0.3-8 1JA Plate Offsets(X Yh [2:0-2-15.0-2-01.[5:0-6-0.0-2-81,[10:0-&0.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def) Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.14 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.01 14 n/a n/a BCDL 5.0 Code FBC2017/rPI2014 Matrix-S Weight:367 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. 7-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except' 9-11-10 oc bracing:23-24 9-18,10-17:2x4 SP No.2 6-0-0 oc bracing:22-23. 1 Row at midpt 7-19 WEBS 1 Row at midpt 5-22,5-20,6-19,9-18,9-17,10-15 REACTIONS. All bearings 0-3-8 except(jt=length)23=0-5-8. (lb)- Max Horz 24=189(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)except 24=-117(LC 8),23=273(LC 9), 19=-446(LC 9),14=206(!_C 13) Max Grav All reactions 250 Ib or less at joint(s)except 24=279(LC 23),23=763(LC 23),19=1423(LC 2),14=898(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-421/344,5-6=283/360,9-10=-441/434,10-11=506/366,2-24=254/223 BOT CHORD 23-24=290/116,20-22=156/306,19-20=129/283,18-19=-281/649,7-19=-361/303, 17-18=203/441,15-17=173/389 WEBS 4-2396/536,4-22=-71/340,6-19=514/295,9-18=721/378,9-17=10/262, 11-15=2081512,11-14=854/685 NOTES- 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;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone,end vertical left exposed;porch 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 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 117 Ib uplift at joint 24,273 Ib uplift at joint 23,446 Ib uplift at joint 19 and 206 Ib uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE ANI.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 buckding of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lel' 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,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 pry ply 715015747 1505802 T53 Monopitdl Supported Gable 1 1 �Referen tional Builders FirstSource, Jacksonville,Ff 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:42 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-HrmrKh jksN WXr8P9UVpeSFeQ8iTJsdlpvLztmygOLN 1 4 0 19-10.0 1-4-0 19.10-0 4.02 12 15 1 =1:36.0 14 13 12 11 3x6% 10 9 8 7 6 5 4 3 n 1711 181 IHI Hi S1 R2 1 d 3x4= 29 28 27 26 25 24 23 22 21 20 19 18 17 5x6= 19-10-0 19-10-0 Plate Offsets(X.Y)— [2370-3-0.0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:135 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-10-0. (lb)- Max Horz 2=375(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)17,2,25,26,27,28,24,23,22,21,20,19,18 except 29=-159(LC 12) Max Grav All reactions 250 lb or less at joint(s)17,2,25,26,27,28,29,24,23,22,21,20,19,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=365/136,3-4=295/98,4-5=282/101,5-6=252/89 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 pat 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 Capable of withstanding 100 Ib uplift at joint(s)17,2,25,26,27, 28,24,23,22,21,20,19,18 except(jt=1b)29=159. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M67177 rev.10107/2015 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 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 z[ways 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 SCSI 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 715015748 1505802 T54 Monopitct 1 1 Jgb eference o tional Builders FirstSource, Jacksonville,F132244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:42 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq-Hm1rKhJksN WXr8P9UVpeSFZC8cUJe WlpvLztmygOLN -1-4-0 7-0.10 1339 19-10-0 1�-0 7-0-10 6.2-15 6-0-7 Scale=1:38.6 6 4.02 12 3x4% 5 3x6 % 4 m 3x4 3 2 H Ell d 9 4x4 10 8 = 2x4 II 3x6 3x4 = 6x8 7-0-10 13-39 19-10-0 710 6-2-15 6-&7 Plate Offsets(X.Y)— [2:0-3-2 Edgel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.08 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.15 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:102 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. REACTIONS. (Ib/size) 7=622/Mechanical,2=711/0-3-8 Max Horz 2=263(LC 8) Max Uplift 7=253(LC 12),2=245(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1380/710,35=737/347 BOT CHORD 2-10=977/1250,8-10=977/1250,7-8=504/648 WEBS 3-8=-644/506,5-8=136/363,5-7=-779/606 NOTES- 1)Wind:ASCE 7-10;Vuft=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;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 36-0 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)except(n=lb) 7=253,2=245. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6904 Parka East Blvd.Tampa FL 33610 Data: September 6,2018 Q WARNING-Verily 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 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' 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 ANSVMI 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 715015749 1505802 T55 Monopitch Girder 1 �Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:44 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-DEubkNOzGTdEm9HnHuXH#LtsxDjnaRbH Dg4yfygOLL 5-5-15 10-2-2 14-10.5 19-10.0 5-5-15 4-B-3 4-83 4-11-11 4.02 12 6 Scale=1:38.0 5x6% 5 3x6 % 3x6 4 3 b 3x4 2 1 N d 3x8 = 12 13 11 14 15 10 9 16 8 17 18 19 7 2x4 II 3x6= 5x6— 6x8 = 6x8= 55-15 10.2-2 14-105 19-10-0 5-5-15 ' 4-8-3 4-83 4-11-11 Plate Offsets(X.YI— 11:0-3-6.0-1-01,[8:0-3-8,0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.24 10-11 >963 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.05 7 nla n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:249 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 39-14 oc purlins, BOT CHORD 2x6 SP M 26'Except' except end verticals. 7-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=3887/Mechanical,1=3252/0-38 Max Horz 1=237(LC 19) Max Uplift 7=1254(LC 4),1=-917(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-8227/2294,2-3=-5623/1561,35=3002/831 BOT CHORD 1-11=2375/7772,10-11=-2375/7772,8-10=1618/5297,7-8=871/2811 WEBS 2-11=377/1490,2-10=2649/811,310=641/2359,38=3056/919,5-8=999/3494, 5-7=3981/1231 NOTES- 1)2-ply truss to be connected together with 1 O(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;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);Lumber DOL=1.60 plate grip DOL=1.60 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 100 Ib uplift at joint(s)except(jt=1b) 7=1254,1=917. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)589111 down and 169 Ib up at 2-0-12,589 Ib down and 169 Ib up at 4-0-12,589 Ib dawn and 169 Ib up at 6-0-12,589 Ib down and 169 Ib up at 8-0-12,589 Ib down and 169 Ib up at 10-0-12,589111 down and 169 Ib up at 12-0-12,589 Ib down and 170 Ib up at 14-0-12,589 Ib down and 170 Ib up at 16-0-12,and 592 Ib down and 215 Ib up at 18-0-12,and 604 lb down and 213 Ib up at 19-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8834 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33810 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Date: September 6,2018 WARNING-Varffy,design!p parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rw.1010312015 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 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 ANSVIPII 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 715015749 1505802 T55 Monopitch Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:44 2018 Page 2 I D:15bgnJj Jcig Hc60QleVSOCZH xTq-DEu bkNOzGTd Em9H n HuXHjtLtsxDjnaRbH Dg4yfyg OL L LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-6=54,1-7=-10 Concentrated Loads(lb) Vert:9=589(1`)10=589(F)12=589(1`)13=-589(F)14=-589(F)15=-589(F)16=-589(F)17=-589(F)18=589(1`)19=591(F) WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE M 1.7473 fay.IM312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based ontyupon 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 bulling design.Bracing indicated is to prevent buciding of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required tar stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bmang of trusses and truss systems,see ANSVTPII 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 Py T15015750 1505802 T56 Hip Girder 1 1 Lb Reference ion Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MTek Industries,Inc Thu Sep 6 09:41:46 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-Ac?M921 Do4tyOSRAOJZIoIQ9UItNFZUukXJB 1 XygOLJ -1-0-0 3-0-0 S2-0 7�-0 9�-0 11-&-0 13-10-0 16-0-0 19-0-0 20-4-0 3-0-0 2-2-0 2-2-0 2-2-0 2-2-0 2-2-0 2-2-0 1�-0 Scale=1:36.4 4x4 = 3x8 = 2x4 II 3x8 = 2x4 II 3x8 = 4x4 = 3 4 5 19 6 20 7 8 9 8.00 12 I 2 18 17 16 21 15 22 14 13 12_ 10 1" 6x8— 2x4 II 3x8= 2x4 II 3x8= 2x4 II 6x8 11 1� 1 4x6 5.00 FIT 4x6 � 31-0 5-2-0 7�-0 9b 0 11�0 13-10-0 15 10-8 19-0-0 3-1-8 2-0.6 2-2-0 2-2-0 2-2-0 2-21 2-0-8 3-1-8 Plate Offsets(X.Y)I— 12 0-2-8 0-2-11 13 0-2-4 0-2-41.[9 0-2-4.0-2-41 [10.0-2-8.0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.74 15 >303 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.63 15 >355 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.44 10 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight:88 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=707/0-3-8,10=707/0-3-8 Max Horz 2=79(LC 32) Max Uplift 2=761 LC 5),10=761(LC 4) Max Grav 2=725(LC 43),10=725(LC 42) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2316/2568,3-4=-2015/2307,4-5=3393/3831,5-6=3393/3831,6-7=3389/3812, 7-8=3389/3812,8-9=-2002/2237,9-10=2311/2521 BOT CHORD 2-18=2222/2024,17-18=-3154/2874,16-17=3154/2874,15-16=-4037/3659, 14-15=-4037/3659,1314=3120/2868,12-13=-3120/2868,10-12=2148/2010 WEBS 318=1351/1186,4-18=889/1013,4-16=700/620,6-16=238/293,6-14=236/288, 8-14=704/621,8-12=-887/1008,9-12=1334/1184 NOTES- 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;Encl., GCpi=0.18;MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chard 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)Bearing at joint(s)2,10 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)except Gt=1b) 2=761,10=761. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)172 Ib down and 198 Ib up at 3-0-0,89 Ib down and 79 Ib up at 5-0-12,89 Ib down and 79 Ib up at 7-0-12,89 Ib down and 79 Ib up at 9-0-12,89 Ib down and 79 Ib up at 9-11-4,89 Ib down and 79 Ib up at 11-11-4,and 89 Ib down and 79 Ib up at 1311-4,and 171 Ib down and 198 Ib up at 16-0-0 on top chord,and 30 Ib down and 95 lb up at 31-12,12 Ib down and 41 Ib up at 5-0-12,12 Ib down and 41 Ib up at 7-0-12, 12 Ib down and 41 Ib up at 9-0-12,12 Ib down and 41 Ib up at 9-11-4,12 Ib down and 41 Ib up at 11-11-4,and 12 Ib down and 41 Ib up at 1311-4,and 30 Ib down and 95 Ib up at 15-10-4 on bottom chord. The design/selection of such connection device(s)is Joaquin Velez PE No.68182 the responsibility of others. MiTek USA,Inc.FL Cert 6834 9)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). 6904 Parke East Blvd.Tampa FL 33610 Date: LOAD CASE(S) Standard September 6,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVM1 Quality Criteria,DSB-82 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 715015750 1505802 T56 Hip Girder 1 1 Job Reference(ootionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:46 2018 Page 2 ID:15bgnJjJclgHc6oQlevSOCzH xTq-Ac?M921 Do4ty0SRAOJZlol Q9UItNFZUukXJB 1 XygOLJ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-9=54,311=54,2-18=10,12-18=10,10-12=10 Concentrated Loads(lb) Vert:3=2(B)9=2(13)18=10(13)12=10(13)17=4(B)1s--4(B)14=4(13)13=4(B)21=-4(B)22=-4(B) a ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7177 rev.t0A0J/Ttl15 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 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 ANSIITPI1 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty �P� T15015751 1505802 T57 Roof Spedal SWctural Gable 1 �Job re o n I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:47 2018 Page 1 ID:15bgnJjJclgHc6oQlevSOCzHxTq-epZkNO2sZOOpdcOMy15_L WzQZ9HS_XC1 zB2kZzygOLl -1-4-0 -89-6-0 14-10-8 19-0-0 20-4-0 1-40 11 54-8 54-8 4-" 1-4-0 Scale=1:40.4 4x6 = 5 8.00 12 3x6 i 3x6 4 6 34 i 7 3x6 3 4x8 I 4x8 I 12 11 10 rt 5x6 = 5x8= 5x6 = 8 2 9 1 4x4 i 5.00 F12 4x4� 41.8 9-6-0 14-10-8 41 8 5-4-8 54-8 41 A Plate Offsets(X Y1— F2:0-4- 0-1-131 f2 0-6-3.Edael f8:0-4-0.0-1-131 f80-6-3 Edoel 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 0.47 Vert(LL) 0.38 10-11 >597 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.31 10-11 >731 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.35 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:122 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins. 1-3,7-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-10-1 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=683/0-3-8,8=683/0-3-8 Max Horz 2=231(LC 10) Max Uplift 2=337(LC 12),8=337(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-2510/3768,4-5=-839/1264,5-6=-839/1264,6-8=-2510/3804 BOT CHORD 2-12=3253/2243,11-12=2699/1936,10-11=2733/1936,8-10=3293/2243 WEBS 5-11=1139/555,6-11=1320/2113,6-10=1549/885,4-11=-1304/2080,4-12=1532/885 NOTES- 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)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=337,8=337. Joaquin Velez PE No.68182 W'Tek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 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 properly 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 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,sae 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 Truss Truss Type Qty Ply 715015752 1505802 T58 Scissor 1 1 Reference (optional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:48 2018 Page 1 I D:15bgnJjJclgHc6oQ IevSOCzHxTq-6?76ak3U KiBg F mbZV*cDuljVeaZkfjYtB Brol5QygOLH 4-11-9 9$0 , 14-0-7 I 1980 20.4-0 1-4-0 4-11-9 487 487 4-11-9 Scale=1:41.5 4x4= 4 8.00 12 3x6 3x6 3 5 9 5x8 = Cb 10 8 I 2x4 I 2x4 11 8 d 2 7 I$ 3x4 % 3x4 1:11-994-0 90 14-0-7 19-0-0 r 4-11-9 487 487 4-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight:90 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 19-0-0 except(jt=length)6=0-3-8,6=0-3-8. (lb)- Max Horz 2=195(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)9 except 2=-106(LC 13),8=-143(LC 13),10=-168(LC 12),6=117(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,6,6 except 9=260(LC 19),8=355(LC 20),10=396(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-8=-343/246,3-10=337/247 NOTES- 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.ll;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 fora 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. 5)Bearing at joint(s)6 considers parallel to grain value using ANSl1TPI 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)9 except(jt=lb) 2=106,8=143,10=168,6=117. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert NU 6%4 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 AWARNING-VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS849 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 T15015753 1505802 T59 Scissor 4 1 Job Reference loptionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:49 2018 Page 1 I D:15bgnJjJdg Hc6oQlevSOCzHxTgaBhUo4465?GXtwA13S7SQx2k9yzOSwKKQVXrdsygOLG -1-4-0 4-11-9 9-6.014-0-7 19-0-0 1-4-0 4-11-9 416-7 4S7 4-11-9 1-d-0 Scale=1:41.4 4x4 = 4 8.00 12 3x6 3x6 3 5 9 5x8 = d> 10 8 A 2x4 I 2x4 I I 6 2 7 d 5.00 12 1 4x4% 4x4 4-11-9 9.6-0 14-0-7 19-M , 411-9 4-6-7 41'-7 4-11-9 Plate Offsets(X Y)— f2:0-3-5,0-1-91,16:0-3-5.0 1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.13 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.23 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight:90 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=682/0-5-8,6=682/0-5-8 Max Horz 2=194(LC 10) Max Uplift 2=192(LC 12),6=192([-C 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1819/757,3-4=1337/452,4-5=1337/453,5-6=1830/785 BOT CHORD 2-10=527/1672,9-10=532/1677,8-9=561/1566,6-8=-559/1567 WEBS 4-9=323/1176,5-9=606/428,3-9=618/434 NOTES- 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;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 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 2.40 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2,6 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)except(jt=lb) 2=192,6=192. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert NU 8904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE as1-7479 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 ANSVTPt1 Quality Crtterla,DS842 and BCS,Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Akxandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 715015754 1505802 T60 Scissor 6 1 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:50 2018 Page 1 I D:15bgnJjJdgHc6oQlevSOCzHxTq-2OFs?Q4ksJ0004Ixd9ehz8bvQMKMBMATf9HOAlygOLF 4-11-9 + 980 1487 19.0-0 i 4-11-9 487 4.6-7 4-11-9 4x4 = Scale=1:40.1 3 8.00 12 3x6 3x6 2 4 7 5x8= 8 6 2x4 11 2x4 I 1 5 5.00 12 3x4 i 3x4 4-11-9 980 14-0.7 19-0-0 4-11-9 487 487 4-11-9 Plate Offsets(X Y1— fl 0-1-12 0-0-111.15 0-1-120.0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.15 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.24 6-7 >943 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.25 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:85 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-146 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=599/45-8,5=599/Mechanical Max Horz 1=-174(LC 8) Max Uplift 1=158(LC 12),5=159(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-2=1892/909,2-3=1393/559,3-4=1393/559,4-5=1929/929 BOT CHORD 1-8=-707/1720,7-8=709/1724,6-7=731/1662,5-6=730/1659 WEBS 3-7=-448/1236,4-7=-630/469,2-7=592/448 NOTES- 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.ll;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 nonconcument 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)1 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)except(jt=1b) 1=158,5=159. Joaquin Velez PE No.68162 MiTek USA,Inc.FL Cwt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING-Vw fy design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111114473 ray.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 ANSVrPl1 Quality Criteria,DSB49 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 T15015755 1505802 T61 Common 2 1 Job Reference o clonal Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc Thu Sep 6 09:41:50 2018 Page 1 I D:15bgnJjJclg Hc6oQlevSOCzHxTq-20 Fs?Q4ksJ00041xd9ehz8bzrM IjBQATf9HOAlygOLF 4-11-7 9-" 14-0-1-99 19-0-0 4-11-7 4-6.9 4 4-11-7 4x4= Scale=1:40.7 3 8.00 12 2x4 2x4 2 4 1 5 FTI 6 3x4 = 7 3x6= 3x4 = 3x8= 91i 0 19-0-0 9b 0 916-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.18 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.28 5-7 >814 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight:88 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 104.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=599/05-8,5=599/Mechanical Max Horz 1=170(LC 11) Max Uplift 1=158(LC 12),5=160(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-847/484,2-3=-678/406,3-4=-679/406,4-5=858/491 BOT CHORD 1-7=-316/695,5-7=326/673 WEBS 3-7=-274/508,4-7=351/296,2-7=-331/284 NOTES- 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;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. 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)except(A=lb) 1=158,5=160. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8854 6904 Parke East Blvd.Tampa FL 35810 Data: September 6,2018 AWARNING-vanity design poroma[ars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7177 rev.f0Ae7l1015 BEFORE USE. Design valid for use only with M7ek4l)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 ANSVTPH 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 Truss Truss Type Qty Py 715015756 1505802 T62 Flat 1 1 ob Reference o tional Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:51 2018 Page 1 I D:15bgnJjJcig Hc6o QlevSOCzHxTq-WapFCm5 Mdd W F6DK8Bs9wVM766mdHwtudupOyilygOL E i 6-5-3 12-6-13 _ 19.0.0 6.5-3 6-1-11 6-5-3 2x4 I 3x6= 2x4 I Scale=1:37.9 3x4= 1 2 3 4 5 4— 10 8 11 7 12 13 94x4 = 3x6 = 3x4= 6 041 = 9.6-0 19-M 9-6-0 9.6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.17 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.25 7-9 >890 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:118 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. WEBS 1 Row at midpt 2-9,4-6 REACTIONS. (Ib/size) 9=599/Mechanical,6=599/0-5-8 Max Uplift 9=205(LC 8),6=-205(LC 8) Max Grav 9=602(LC 2),6=602(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=514/263 BOT CHORD 7-9=280/450,6-7=280/450 WEBS 2-9=-602/382,4-6=602/382 NOTES- 1)Wind:ASCE 7-10;VuR=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;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 100 Ib uplift at joint(s)except Gt=lb) 9=205,6=205. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 Q WARNING•Verily deslpn pammofers and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE WI-7473 rev.1&V"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 andlor 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,DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T15015757 1505802 T63 Flat 1 1 Job Reference(ootion Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:52 2018 Page 1 ID:15bgnJjJdgHc6oQlevSOCzHxTq_mNdQ66_Nwe5kNuKlag92ZgHrAywfJ?m6TmVEBygOLD 6-5-3 12513 19-" � 6-53 6-1-11 6-5-3 2x4 I I 3x4 = 3x6 = 2x4 I Scale=1:38.8 1 2 3 4 5 4 — 10 8 11 7 12 13 94x4 = 6 3x6= 3x4= 4x4 = 950 19-0-0 950 9-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.17 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.26 6-7 >867 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matfix-S Weight:121 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. WEBS 1 Row at mid pt 2-9,4-6 REACTIONS. (Ib/size) 9=599/Mechanical,6=599/0-5-8 Max Uplift 9=205(LC 8),6=-205(LC 8) Max Grav 9=612(LC 2),6=612(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=-497/249 BOT CHORD 7-9=-266/433,6-7=266/433 WEBS 2-9=-595/372,4-6=595/372 NOTES- 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=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 100 Ib uplift at joint(s)except Gt=1b) 9=205,6=205. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date September 6,2018 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a11111-7473 rev.laWaO1S 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,DS849 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 T15015758 1505802 TF01 FLAT 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:53 2018 Page 1 I D:I5bgnJjJclgHc6oQlevSOCzHxTq-Szw?dS7c8EmyLXTNAHCObnDWAaJGOhvwL7V2mdygOLC 2-2b 4-2-15 6-3-9 B-4-3 10-4.12 12-5-6 14�0 164'i-9 18-8 15 2-21 2-0-10 2-0-10 2-0-10 2-0-10 210 2-0-10 2.0-10 2E Scale=1:31.1 3x8 = 3x4 = 3x4 = 5x6 = 3x8= 3x8 = 13x8= 2 3 4 5 6 7 8 9 10 17-1 0 171 19 18 17 16 15 14 13 12 20 5x8 = 5x8 = 3x8= 5x8= 11 2-21 4-2-15 6-3-9 8�-0 1011-12 12 6 14Ei-0 16b9 18-8.15 r 2-2� 2-0-10 2-0-10 2-0-10 210 210 2-0-10 210 2-2� Plate Offsets(X Y}- [7:0-3-0,0-3-01,[17:0-3-12.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.12 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.1615-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.05 16 >999 240 Weight:111 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. REACTIONS. (Ib/size) 20=101510-5-8,11=1015/Mechanical Max Uplift 20=-202(LC 8),11=202([-C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=989/358,1-2=911/323,2-3=911/323,3-4=2029/719,4-5=20341721, 5-6=2267/804,6-7=20371721,7-8=2042(724,8-9=911/323,9-10=911/323, 10-11=989/358 BOT CHORD 18-19=565/1593,17-18=565/11593,16-17=-804/2267,15-16=-804/2267, 14-15=804/2267,13-14=-565/1593,12-113=565/1593 WEBS 1-19=-446/1259,3-19=962/342,3-17=219/623,5-17=325/115,6-14=-325/116, 8-14=224/634,8-12=962/342,10-12=446/1259 NOTES- 1)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)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girders)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 0=1b) 20=202,11=202. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Gert 6834 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTEK 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 MOW 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 ANSVrP1I Quality Crlterta,DSB29 and BCSI Buading 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 Ply 715015759 1505802 TF02 FLAT 1 1 Job Reference(ootionah Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:55 2018 Page 1 I D:15bgnJjJclg Hc6oQleVS OCzH xTq-PL21278tgrOgbrdvO iE sgB ItfN9N skwDoR_9rWygOLA 2-2& 4-2-15 6-3-9 8-4-3 10-4-12 12-56 1480 i 1689 _ 18 -15 2.2, 2_t'; 2-0-10 2-0-10 2-0-10 2-0.10 2 10 2-0-10 2-2-6 Scale=1:31.2 3x4 = 3x8 = 3x4= 3x4= 5x6= 3x8 = 3x4 = 1 2 3 4 5 6 7 8 9 10 17-1 3x8= 5x8 = 3x8 = 3x8= 20 19 18 17 16 15 14 13 12 11 i 2-2 2-15 6-39 8-4-3 10 -12 12-5.6 14-6.0 1689 18-8.15 2-2-6 2-0-10 2-0-10 2� 2-0-10 2-0-10 2-0-10 2-0-10 2-2-6 Offsets(X Y1— [7:0-3-0,0-3-01,117:0-3-12.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.00 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 11 nla n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) -0.00 12 >999 240 Weight:111 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. All bearings 18-8-15. (lb)- Max Uplift All uplift 100 Ib or less atjoint(s)20,11,19,18,17,16,15,14,13,12 Max Grav All reactions 250 Ib or less at joint(s)20,11,11,18,16,15,13 except 19=300(LC 1),17=310(LC 1), 14=311(LC 1),12=301(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuK=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)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)20,11,19,18,17, 16,15,14,13,12. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 31810 Data: September 6,2018 AwARNING-Verify design paramefars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WL7473—1&&/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,sell ANSVTPII Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East BNd. 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 715015760 1505802 TF03 Flat Girder 1 JJob Refere o nal Builders FirstSource, Jacksonville,F132244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:56 2018 Page 1 I D:15bgnJjJcg Hc60QlevSOCZH xTq-tYc8GT9VR98X D?C5_Ql5CPR Nn O Vvb00M 15kj NyygOL9 2-1-6 4 1-0 6-0 10 8-2-0 2-1-0 1-11-10 1-11-10 2-1-0 Scale=1:16.8 4x6 __ 2x4 3x8= 2x4 II 4x6= 1 2 3 4 5 11 9 12 8 7 7x8 = 2x4 II 7x8= 10 6 3x6 11 3x6 11 2-1$ 4-1-0 6-0-10 8-2-0 2-1-0 1-11-10 1-11-10 2-1-6 Plate Offsets MY)- [7:04-0,0-441.19:0-4-0 0-441 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 0.29 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.04 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:113 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=3619/Mechanical,6=3451/0-5-8 Max Uplift 10=1023(LC 4),6=988(1_C 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=3332/955,1-2=-2960/818,2-3=-2960/818,3-4=-2874/800,4-5=2874/800, 5-6=3250/938 BOT CHORD 8-9=-1097/3932,7-8=-1097/3932 WEBS 1-9=-1111/4031,2-9=-988/378,3-9=1372/394,3-8=209/1001,3-7=1493/419, 4-7=994/377,5-7=1088/3919 NOTES- 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;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),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 bads. 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 100 Ib uplift at joint(s)except fjt=lb) 10=1023,6=988. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1005 Ib down and 212 Ib up at 1-9-4,and 1005 Ib down and 212 Ib up at 3-9-4,and 1005 Ib down and 212 Ib up at 5-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cert 6834 Uniform Loads(ptf) 6904 Parke East Blvd.Tampa FL 33810 Vert:1-5=505,6-10=10 Data: September 6,2018 QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WL7473 rev.1003/2015 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' I s 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 715015760 1505802 TF03 Flat Girder 1 2 Job Reference o tion I Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 Mi7ek Industries,Inc. Thu Sep 6 09:41:56 2018 Page 2 ID:15bgnJjJdgHc60Q1evSOCzHxTq-tYc8GT9VR98XD?C5_015CPRNnOVvbOOM 15kjNyygOL9 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:7=-1005(F)11=-1005(F)12=-1005(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.1010312015 BEFORE USE. assese 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 Mi7ek` 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 ANSVTPN 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,Alexarvdria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty �Ply 715015761 1505802 TF04 ROOF TRUSS 2 1 b Reference o tional Builders FirstSource, Jacksonville,A 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:57 2018 Page 1 1 D:15bgnJjJcgHc6oQlevSOCzHxTq-LkAWTpA7CTGOg8nHX7GlOcNCTBn7KeKVGITGvOygOL8 2-5-4 4-10.8 2-54 25.4 12x4 I 2 3x4= 32x4 Scale=1:14.4 Ll LJ 5 4 3x4= 3x4= 25-4 4-105 25-4 25.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:28 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=252/0-5-8,4=252/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Provide adequate drainage to prevent water ponding. 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. Joaquin Velez PE No.68162 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 6,2018 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 715015762 1505802 TF05 FLAT GIRDER 1 Job Reference footionall Builders FirstSource, Jacksonville,FI 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Sep 6 09:41:57 2018 Page 1 I D:15bgnJj Jclg Hc6oQlevSO CzHxTq-LkAW TpA7CTGOg8n H X7G KIcNBj Bo9Kc6 VGITGvOygOLB 2-5-8 4-9-4 7-8-6 _ 10-9-4 2-51 2-3-12 2-11-2 3-0-14 Scale=1:18.3 2x4 I 3x4 = 2x4 I 3x4 = 2x4 1 2 3 4 5 8 7 6 3x4= 3x8= 3x4 = 4-9-4 10-94 4-9-0 6-M 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 0.19 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) -0.00 7 >999 240 Weight:131 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=624/0-5-8,6=877/0-4-0,7=2157/0-3-8 Max Uplift 8=125(LC 8),6=-175(LC 8),7=428(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-353/174,2-3=140/280,3-4=-140/280,5-6=440/217 BOT CHORD 7-8=-154/315,6-7=315/644 WEBS 2-8=-393/196,2-7=779/386,3-7=-974/482,4-7=1111/548,4-6=738/371 NOTES- 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,2x6-2 rows staggered 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;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;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)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 100 Ib uplift at joint(s)except(it=1b) 8=125,6=175,7=428. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=339,6-8=10 Joaquin Velez P£No.68182 IATek USA,Inc.FL Cwt 6634 6904 Parke East Blvd.Tampa FL 33810 Date: September 6,2018 /WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. asseas Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall `� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSUTPH 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 0, 4 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (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. diagonal or X-bracing,TOP CHORDS 9 g,is always required. See SCSI. 0'1 � c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 16, 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or aftemative Tor I * q p bracing should be considered. O = h O 3. Never exceed the design loading shown and never �° U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate 7-8 p 4. Provide copies of this truss design to the building C6-7 cs-s F designer,erection supervisor,property owner and plates 0- ',A'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 NUMBEREDILETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 fl.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. :Ie� 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. 8 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 Truss Construction. and pictures)before use.Reviewing pictures alone s not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M!Tek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 ®Boise Cascade Double 1-3/4" x 20" VERSA-LAMB 2.0 3100 SP Floor Beam\BM1 Dry 11 span No cantilevers 10/12 slope September 6, 2018 09:53:37 BC CALC®Design Report Build 6536 File Name: BC CALC Project.bcc Job Name: Description: Designs\BM1 Address: Specifier: City, State,Zip:, Designer: Customer: Company: Code reports: ESR-1040 Misc: 5 N ORNM 22-06-00 BO 131 Total Horizontal Product Length=22-06-00 Reaction Summary(Down /Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 2,222/0 3,068/0 1,613/0 131, 5-1/2" 3,726/0 3,076/0 1,183/0 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area(Ib/ft^2) L 00-00-00 22-06-00 40 15 01-00-00 2 WALL ABOVE Unf. Lin. (Ib/ft) L 00-00-00 19-00-00 110 n/a 3 TF03 Conc. Pt. (Ibs) L 19-00-00 19-00-00 2,642 977 n/a 4 CONY FRAMING Unf. Lin. (Ib/ft) L 00-00-00 19-00-00 114 41 n/a 5 BEAM ABOVE Conc. Pt. (lbs) L 00-03-08 00-03-08 120 382 543 n/a 6 BEAM ABOVE Conc. Pt. (lbs) L 19-00-00 19-00-00 120 382 543 n/a 7 ROOF ABOVE Unf. Lin. (Ib/ft) L 00-00-00 19-00-00 39 90 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 28,361 ft-lbs 49.8% 100% 1 12-08-01 End Shear 6,643 lbs 49.9% 100% 1 20-04-08 Total Load Defl. U477(0.546") 50.3% n/a 3 11-07-06 Live Load Defl. U965 (0.27') 37.3% n/a 6 11-07-06 Max Defl. 0.546" n/a n/a 3 11-07-06 Span/Depth 13 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x Mn Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 5,945 lbs n/a 41.2% Unspecified B1 Wall/Plate 5-1/2"x 3-1/2" 6,803 lbs n/a 47.1% Unspecified Notes Design meets Code minimum (L/240)Total load deflection criteria. Design meets Code minimum (U360) Live load deflection criteria. Calculations assume member is fully braced. BC CALC®analysis is based on IBC 2009. Design based on Dry Service Condition. Page 1 of 2 ®Boise Cascade Double 1-3/4" x 20" VERSA-LAM® 2.0 3100 SP Floor Beam\BM1 Dry 11 span I No cantilevers 10/12 slope September 6, 2018 09:53:37 BC CALC®Design Report Build 6536 File Name: BC CALC Project.bcc Job Name: Description: Designs\BM1 Address: Specifier: City, State,Zip: , Designer: Customer: Company: Code reports: ESR-1040 Misc: Connection Diagram Disclosure b d Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for • c particular application.Output here based • on building code-accepted design • properties and analysis methods. Installation of Boise Cascade engineered a wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" c=5-5/16" (800)232-0788 before installation. b minimum=3" d=24" BC CALC®,BC FRAMER®,AJSTM, Connection design assumes point load is top-loaded. For connection design of side-loaded ALLJOISTO,BC RIM BOARDTM,BCI®, point loads, please consult a technical representative or professional of Record. BOISE GLULAMTM SIMPLE FRAMING Member has no side loads. SYSTEM®,VERSA-LAM®,VERSA-RIM Connectors are: 16d Sinker Nails PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. MiTel � 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, )Z� 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 sur Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 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 IN EyG_ E REQ O Brace Size A YRek k for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss t Specified Continuous k Rows of Lateral Bracing -A SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace fi WEB 2x6 2x6 T-Brace 2x61-Brace -A 2x8 2x8 T-Brace 2x81-Brace k -A T-Brace/I-Brace must be same species { T-BRACE and grade(or better)as web member. ,%`Ittt,11111 A. A1fp..�i Nails Section Detail \' No 39380 T-B race - -v t - __4 1Z Web :. E..,-0°r~�" Nails ��� &/0** NA1110",��� WebI-Brace Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE 00 ® MiTek USA,Inc. Page 1 of 1 =0D MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) a oo BRACE �o BAY SIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B C D C D NGINEER Y O `. , D � 10'-0" 1610 1886 1886 2828 A AYTak Amllat• 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805943 943 1414 1886 1886 2829 •Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES 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 INC).45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"1Q.5")FOR 1x4 BRACES,2-10d(0.131%3")FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131-.3")FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1.4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.131")0")FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) 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. w .sbcindushy.com and v .4*storg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) `,``,`��PS % �e �I :• No 39380 T E.00 .�lv TRUSS WEB s/ONA�- %%0 MEMBERS #1##111 11, 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 Btvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that Can be used to provide stability against web buckling. I I I AUGUST 1, 2016 SCAB-BRACE DETAIL MII-SCAB-BRACE O MiTek USA,Inc. Page 1 of 1 FVfl11 0 0o 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". YMM AYrok O "'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2xSCAB TO ONE FACE OF WEB WITH 2 ROWS O_F 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 ,``��u a�►r���f� No 39380 Nails Section Detail - • ®E Scab-Brace �i • • O•R t • , ����, C? Web SSj0NA1-E �`�. u1111 Thomas A.Alban!PE No.39380 MiTek USA,Inc.FL Cert 6634 Scab-Brace must be same species grade (or better) as web member. 6904 Parke East Blvd.Tampa FL33610 Date: February 12,2018 STANDARD REPAIR TO REMOVE END MII-REP05 AUGUST 1, 2016 VERTICAL (RIBBON NOTCH VERTICAL) 0� ® MiTek USA,Inc. Page 1 of 1 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL a oo INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION a oo 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 ENGINEEN DeY APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. BOO 3.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. A Mrrdc Whale 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 FROM ABOVE REFER TO INDIVIDUAL TRUSS DESIGN FOR TRUSSES BUILT PLATE SIZES AND LUMBER GRADES WITH 4x2 MEMBERS -- - DO NOT OVERCUT %% 0 ...... No 39380 DO NOT OVERCUT ;�v: 1 1/2" 1 1/2" .,SSS�O N AL .%`. ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) ll i 1111 0,4 TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Albani PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 r , AUGUST 1, 2016 Standard Gable End Detail Mil-GE130-D-SP O= @ MiTek USA,Inc. Page 1 of 2 FV70DTypical_x4 L-Brace Nailed To 0 0 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud O 00 LM—_UIRVertical Stud (4)-16d Nails DIAGONAL ACE MiTek USA,Inc. ENONEERED BY 16d Nails ° Spaced 6"o.c. D SECTION B-B A Wak AXlllate /--� + (2)-1 Od Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS R 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 A Q Varies to Common Truss TWO TRUSSES AROVIDE 2x4 OCKING BETWEEN THE FIRST S NOTED. TOENAIL BLOCKING * * TO TRUSSES WITH(2)-10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH A DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. ** ;�-k (4)-8d(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 NMINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND V-3" (2)-10A WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. N (2)-10d NAILS 1.3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT N7 BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Trussos @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. If needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIE/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS `,` Pst At,A���,�� Species and Grade Maximum Stud Length ���.j.� (,E•N <e'9 2x4 SP No.3 t Stu •• \ S•• 2 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 � '� �' F•�'• / i 2x4 SP No.3l Stu 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 2x4 SP No.3/Stu 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces : T 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. ii�s• R ej`�� MAX MEAN ROOF HEIGHT=30 FEET '11111111101�ON A 11 01 ��� CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE D MiTek USA Inc.R Cent 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Park,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. Gate: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail Mll-GE130-SP MTek USA,Inc Page 1 of 2 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 DIAGONAL 15 BRACE MiTek USA,Inc. NGIN B 16d Nails ° O SECTION B-B Spaced 6"o.c. A wr.k Anne (2)-10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 is of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 2x4 Stud SECTION A-A w/(4)-1od Nails 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING ,k * TO TRUSSES WITH(2)-10d 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: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. V-3" 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2)-10 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. N�/ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. /Trusses @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. k111 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. --If needed TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") DIAGONAL 2 DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT `,�tt1i111I1�,�� Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ��� A. Species and Grade Maximum Stud Length ; S• �� 9 . �•.• GEN '9 .� 2x4 SP No.3/Stu 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 - �' �•••' �� 2.4 SP No16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 '• No 39380 .3/Stu 2x4 SP No.3/Stul24'O.C. 1 3-0-10 3-1-12 4-5-0 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 3 , •- �(J attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum �����` •L O R end distance. Brace must cover 90%of diagonal length. iii SS+•••••• •• •r1�% MAX MEAN ROOF HEIGHT=30 FEET '���,�11 N Al 0� �� CATEGORY II BUILDING Thomas A.Aibani PE No.39380 EXPOSURE B or C MTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail Mll-GE140-001 RMiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 0 00 2x Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud (4)-16d Nails DIAGONAL ACE MiTek USA,Inc. ENGNEERED BY D O 16d Nails SECTION B-B Spaced 6"o.c. A vT.k Areu�. —� (2)-10d Nails into 2x62x6 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w/(4)-1od Nails 2x4 12 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 Sheathin Refer to Section A-A to Section B-B 24"Max \` / NOTE: �._3" 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. max. (2)-10�' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND NJJ�LS/ (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 /T russes @ 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'-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 fA DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace / ACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point LS AND ATTACHED (REFER TO SECTION A-A) If needed 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 1x4 2x4 DIAGONAL BRACES AT Stud Size Species Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ```�O�PS A. and Grade Maximum Stud Length `�`�•�'.•��G 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 Sid/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 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to '".. T. ' •-'v�` one edge. Diagonal braces over 12'-6"require 2x4 I-braces `�t�• 4 O R 1Q••'• ��:` of web with tached to both nails 8"D.C.,with 3' minbraces to narrow edge mum '�'�.S,SION AL•� �`, end distance. Brace must cover 90%of diagonal length. Thomas A.Albans PE No.39380 MiTek USA.Inc.R.Cert 6634 MAXIMUM WIND SPEED=140 MPH 6904 Parke East Btvd.Tampa R-33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail Mil-GE170-D-SP MTek USA,Inc. Page 1 of 2 I J ULJ Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud 0 00 Vertical Stud 2X6 SP OR SPF No.2 / (4)-16d Nails15 DIAGONAL BRACE MiTek USA,Inc. -W ENGINEERED BY 416d Nails Spaced 6"o.c. ❑ 0 SECTION B-B A Wait ANlllat I i DIAGONAL BRACE (2)-1od Nails into 2x6 2X6 SP OR SPF No.2 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS !\Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-tOd Nails 12 SECTION A-A 2X4 SP OR SPF No.2 A Q 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)-i0d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH ** (5)-1 Od NAILS. B g 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer NOTE: Refer to Section A-A to Section B-B Roof Sheathing--\, - 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. 1'_0" 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. V-0Max. (2)-10& ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT N� (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 1O NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DAPHRAM AT 4'-0"O.C. jrUS S @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A / 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. 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 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR \� BLOCKING WITH(SD-AOd NAILS.TTACHED TO TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 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) 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 11/3IDO1NTS Species �t1t1111�1II and Grade Maximum Stud Length %O p,S A. 44 oo 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 ,���.r •.•\C E N 3•. 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 �' �••• x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 ti No 3938 Q ...__ 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 * Z f 2x4 SP No.2 24"O.C. 3 1 15 4-0-7 6-3-14 �STArf E �� •. Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 1-braces i� •� 0 P;:N��� attached to both edges. Fasten T and I braces to narrow edge �i��t$' R` tP of diagonal brace with 10d nails 6"o.c.,with 3"minimumS'�O •• •• ,��% /o end distance. Brace must cover 90 of diagonal length. i� /ON A't-� T or I braces must be 2x4 SPF No.2 or SP No.2. EE7 ROOF HEIGHT=30 FEET Thomas A.Albans PE No.39380 D MiTek USA,Inc.FL Cert 6634 170 MPH 6904 Parke East Blvd.Tampa FL 33610 STUD DESIGN IS BASED ON COMPONENTS AND CLADDINGDate: OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP O Mirek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 0 00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud Ll O o0 I��\—x/���Vertical Stud 2X6 SP OR SPF No.2 Y � (4) 16d Nails DIAGONAL BRACE MiTek USA,Inc. GNEER D BV 16d Nails OSECTION B-BSpaced 6"o.c. A Mrrek Affiliate ---► ` DIAGONAL BRACE 4'•0"O.C.MAX (2)-10d Nails into 2x6 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 F-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. 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. 1'-Q" 2 1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. NAIL ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ;�10cl NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. /TrUS S @ 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. 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. CE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") DIAGONAL (SEE SECTION ) 2 DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species , ,�` ,��t and Grade Maximum Stud Length `` Oop S A. ,q4e 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 ���. ,.•�G E•N 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 '• �' �•••• 2x4 SPNo.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 ND 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 2x4 SP No.2 24"O.C. 3-0-8 3-9-12 6-1-1 9-1-9 = +; E !L= Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 1-braces " attached to both edges. Fasten T and I braces to narrow edge �i�F 0 R �•'•�?\��� of diagonal brace with 10d nails bin D.C.,with 3in minimum sO�•••����`��� end distance. Brace must cover 90%of diagonal length. /,,IN A` T or I braces must be 2x4 SPF No.2 or SP No.2. 111111 MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albani PE No.39380 EXPOSURE D MiTek USA Inc.R.Cert 6634 ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 AUGUST 1, 2016 STANDARD PIGGYBACK MII-PIGGY-7-10 TRUSS CONNECTION DETAIL 00 ® MiTek USA,Inc. Page 1 of 1 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0 0o MAX TRUSS SPACING=24"O.C. a oo 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 NGINE R er TRANSFERING DRAG LOADS(SHEAR TRUSSES). � 0 ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A LVTek AMlllate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 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 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REO.REGARDLESS OF SPAN) 6 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 FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OPS A A4ii OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� (� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �� `Z` \G E N'9•• '9iL'�� AS SHOWN IN DETAIL. F•�•, i 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF ' TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3")NAILS .�. No 39380 � SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) * • ;t (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM s' CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW '„r T. E_"-' rztl BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, •• O R 1NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATC 0 ••`� ���, 5) THOS PIGGY ACK ANATED ODDTHE BASE TRUSSMUST BE ED OG OTHDESI . H BASE TRUSS. Thomas A.Albans PE No.39380 Mitek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 „ MiTek USA,Inc. Page 1 of t MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET a oo MAX TRUSS SPACING=24 O.C. a oo 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 EN�GNEERED BYO TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A Yrrek Afellate 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"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 q2,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 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 46"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B 7N 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 ABOVE 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 BOTTOM CHORD EXTEND THROUGH OF PIGGYBACK 1) VERTICAL TO CAP RWEBS OFUSS OPIGGYBACK AND BASE TRUSUIRING A VERTICAL S .P...4"'q�8i���i MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ��� tZ ,•-,�C E N SF•92�i�� AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF No 3938Q •• TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X3')NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) iL.—STA E 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�t� •. O R 19. �N,�� GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, ss��NA� el���1jjjjt1k��� NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A Aibani PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa R.33610 Data: January 19,2018 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES �O O MiTek USA,Inc. Page 1 of 1 TOTAL NUMBER OF MAXIMUM FORCE(Ibs)15%LOAD DURATION u NAILS EACH SIDE 0 0o OF BREAK' X SP DF SPF HF o INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 I 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A IBTi dBMu 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 'DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C G 2° } BREAK mo •10d NAILS NEAR SIDE +10d NAILS FAR SIDE 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 ``►►►►►IIlift#,�� NOTES: ����MPS A• AL ���i 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES O B ,i NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS ����``2`,•��G E/V SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED ti 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 -p UNUSUAL SPLITTING OF THE WOOD. 4. 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. i�i'C� O R 1�• (jam��� 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. sSjL����`, "Iffll0NAl►1111,, Thomas A.Albani PE Na.39380 MiTek USA,Inc.FL Cert 66M 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 LATERAL TOE-NAIL DETAIL FMII-TOENAIL,-_SFPAUGUST 1, 2016 � OC ® MiTek USA,Inc. Page 1 of 1 =E10 NOTES: 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. EN❑GNEERED BYl� �o AWrok A1Nilat. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW I OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY .131 88.0 80.6 69.9 68.4 59.7 z 0 .135 93.5 85.6 74.2 72.6 63.4 J ;O .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW ri (2x3) 2 NAILS 0 Z .128 74.2 67.9 58.9 57.6 50.3 1 .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 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: NEARSIDE NEAR SIDE 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity NEAR SIDE NEARSIDE ��.O�Pg A. q4�,,,� NEAR SIDE NEAR SIDE CENS• , NEAR SIDE No 39380 ^ ZZ T Thomas A.Mani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60' 301 TO 60' 45.00* 45.000 45.000 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 nO0 ® MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 0 00 a 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(2411 O.C.MAXIMUM)AND c A er ro SECURE PER DETAIL A ° Q GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE 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. II II II II II II II II II II II I� II II I� II II II II II II 11 'I II II II II II I I II II II II II II I II II 'I II II II II 11 II I it it 11 11 II II I I II II li I II II II �� II II �I II I BASE TRUSSES VALLEY TRUSS TYPICAL II VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1P 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 ````OPSr No 39380 '. TA E Ofd•• DETAIL Aa , (NO SHEATHING) -,,F 0 R��.••�N�.` N.T.S. �'�ss�oniA1 E�p�• Thomas k NDani PE No.39= MiTek USA.Inc.R Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-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 )(24 4.INSTALL VALLEY TRUSSES "O.C.MAXIMUM AND �EN NEO B � O OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A O 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A MRak MINN. INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. -- h h u n u u n u d , i ii u n u u i i q q u u ii a j' i i ii u u ii ii h h h u u p ii u u �i ii i q u u i i Ij BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1P 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") WOOD SCREWS INTO EACH BASE TRUSS. MAX TOP CHORD TOTAL LOAD= MAX SPACING=24"O.C.(BASE AND VAD VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES 1ti1ittttt .�`%p�Ps A. q�B�''• No 39380 .5"Max T. E aU.. s"ON A1-�E0.o ttIt111 Thomas A.Albani PE No.39380 M(iek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa R.33610 Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL Mil-VALLEY SP OO �R MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 0 00 a 00 1.NAIL SIZE 16d(0.131"X 3.511) 2.INSTALL VALLEY TRUSSES(2411 O.C.MAXIMUM)AND u SECURE PER DETAIL A MiTek USA,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 7MM 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING GABLE END,COMMON TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A 6iTek ANlliats OR GIRDER TRUSS 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 I 11 II II II II II II II II II II I II II II II II II II I i II 11 'I II II �I II II II 11 I' II �I I II II II II 11 II II II 11 II II II II I II 11 I II I� II 11 II II II II II 11 II II I II II I I IT I II BASE TRUSSES VALLEY TRUSS TYPICAL II VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 1P OR GIRDER TRUSS SEE 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 N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET A AT THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 CATEGORY II BUILDING INTO EACH BASE TRUSS. 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 NS %% 0 ., ...... . •• ENS ,•�, . No 39380 DETAIL r T E �v (MAXIMUM 1" SHEATHING) " N.T.S. 110 S r0 N A�` %%'-% Thomas A.Albans PE No.39380 MiTek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa R 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL AUGUST 1, 2016 (HIGH WIND VELOCITY) MII-VALLEY �aaNOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 uQ TO EXCEED 48"O.C. SPACING 0 00 O OO a MiTek USA,Inc. EN�GM P. BY aa A NTok A1nIINe 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 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) SUPPORTING TRUSSES DIRECTLY UNDER ,��`O�p`. A' VALLEY TRUSSES MUST BE DESIGNED �. ENSF':9'1'i��.� WITH A MAXIMUM UNBRACED LENGTH OF NON-BEVELED :, No 39380 = 2'-10"ON AFFECTED TOP CHORDS. BOTTOM CHORD _ NOTES: ' z 9'S F T E -SHEATHING APPLIED AFTER — - INSTALLATION OF VALLEY TRUSSES -THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED Thomas A.AlbaniPENo.393B0 TO THIS FACE W WHEN MiTek USA,Inc.R Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Data: January 19,2018 AUGUST 1, 2016 Standard Gable End Detail Mll-GE146-001 MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 2x Verticals W/1 Od Nails spaced 6"o.c. Vertical Stud a oo — 0 00 Vertical Stud (4)-16d Nails DIAGONAL ACE MiTek USA,Inc. 1W NailsYMIM SECTION B-B Spaced 6"o.c. taIINa (2)-1 Od Nails into 2x6 2x6 Stud or DIAGONAL BRACE 2x4 No.2 of better 4'-0'O.C.MAX [TRUSS GEOMETRY AND CONDITIONS OWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 2x4 Stud SECTION A-A w/(4)-1od Nails 12 A Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-1 Od NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH JA (5)-1 Od NAILS. ** 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD g B SHEATHING TO 2x4 STD SP BLOCK * -Diagonal Bracing ** -L-Bracing Refer ROOF Sheathing Refer to Section A-A to Section B-B 24"Max / NOTE: 1'-3" 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-i 0 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS 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: - �rUS es @ 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'-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 2 6 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) TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 0240. If heeded 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End W3II 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 DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length `,,►►►►►►�1�irif��i 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 ;.��O�p S A. 44B9•,�� 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 �'Z;.•�\C N 8F•,,�j� 2x4 SP No 3/Stud 24"O.C. 1 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 = >k one edge. Diagonal braces over 12'-6"require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge '.�--'S of web with 10d nail 8"o.c., with 3"minimum ifl, "A' ;`�Q: end distance. Brace must cover 90%of diagonal length. ��i C� •• 0 R t�•••0 .`� MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Alhani PE No.39W CATEGORY II BUILDING MiTek USA,Inc.I'L Cert 6634 EXPOSURE B or C 6904 Parke East BNd.Tampa R.33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B RMiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: o �o LOADING: 40-10-0-10 DURATION FACTOR: 1.15 \ SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 =lm HEEL HEIGHT:STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION A MRek Affiliate 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 �.` � .• GENS• .'9,�, .� No 39380 ''. TA E �L IMPORTANT %3r 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 i� s total top chord Trusses not fitting t ngthe ecriteria `�NA� should d be examined individually.ding 50 psf. �,��5 Thomas A.Alban PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc.FL Cert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK DD ® MiTek USA,Inc. Page 1 of 1 =Ell 0 00 0 00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA, Inc. � O 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET y ° f ALONG A FLOOR TRUSS. A NITek Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK Od ANCHOR TO ATTACH WEB WITH( - S NAILS (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")N ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD 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 INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d (0.131"X 3")NAILS STRONGBACK(DO NOT USE (0.131"X 3")NAILS DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS 2x6 BY OTHERS) (BY OTHERS STRONGBACK (TYPICAL SPLICE) ( ```I111111111//JJ %%%SPS A' •`,Z,O •G S• &9 ���i No 39380 2K 2K THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, - DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG %' '. T E [L SCAB CENTERED ON THE SPLICE AND JOINED WITH(12) 10d % _ (0.131"X 3")NAILS EQUALLY SPACED. ����••• • O R ALTERNATE METHOD OF SPLICING: Jiss'/• '••��•�� OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d JJJJJONA,1,��0 (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Albani PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 LLjo On," • s Boise Cascade INSTALLATION Engineered Wood Products - _ . GUIDE Theinformation to inheUNITEDS document includes AJS° pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to 140 / 150 / 20 / 190 / 25 the ALLJOIST Specifier Guide Canada for use in Canada,Limit States Design. and VERSA-LAM", BEAMS Pv e r.. o �q d b�t �e US Version S s product manufactured in St. Jacques, New Brunswick CANADA frit •�--: Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCIO Joist, VERSA-LAMS', and ALLJOIST11 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 0 Boise Cascade lfbod Products,L.L.C.2013 AIG US 08/2912013 ALLJOIST° Product Profiles — AJS® 140 -- AJS® 150 -- AJS® 20 — AJS® 190 -- AJS® 25 — 91/z" 91/s" 91/s" 9i/z" 11%8" 3/8-1— 117/8" 3/81-- 117/8" 3/8--- —117/8" 3/8.1— —117/8" 3/8 '— 14" 14" 14" 14" 14" 16" 16" 16" 16" 1I6" 1'/z"T_ t 1,/2,,T L 11/z" 2 i 1'/2"2 i 11/2"_ I---I f--�I I---I I----I 21/2" 21/6" 21/2" 21/2" 31/2" 2x3 Flanges 11 2x4 Flanges AJS® 25 AJS° 30 �. Deeper Depths Deeper Depths ... 8" 18" 7 : 20" /16'� 22�'/ ls�—' 22" 24" 24" 11/2 11h" Information on deeper depth AJS®joists is 131h° I 131/s" available in the ALLJOISTm Commercial Guide 2x4 Flanges I t 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 ON AJSO'JOISTS UNTIL ALL HANGERS,AJSt RIM JOISTS, RIM BOARDS,AJSa BLOCKING sP DO NOT PANELS,X•BRACING AND wpportjoist TEMPORARY 10 STRUT on web. LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too dose to DO NOT nail closer than i%m 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 CAN BE AVOIDED UNDER s» ;= location and sizing I Use 8d nails ordetails,this sheet, NORMAL CONDITIONS BY chart for size and 10d/16d box nailsWofflange.for allowed cutting FOLLOWING THESE GUIDELINES: spacing. • Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless in place. or 1'/,6"thick BOISE CASCADE*rimboard(tongue OK with removing knockout holes. at the end of the bay, 1%1 and thicker BOISE CASCADE*rimboard). or permanently install DO NOT load joist beyond he athi the first eight feet of design capacity. Shea Floor of 1%ngue AJS®Joists and the first Sheng sheathing DO NOT ck course of sheathing. As building materials on regardless an alternate,temporaryunbracedjoists ofrimboard sheathing may be nailed r or 1°/s j thickness to the first four feet of ; \ thick BOISE; AJS®Joists at the end of CASCADE- fl m flush with DO NOT hammer on flange. rimboard the bay. • All hangers,AJS®rim joists,rim boards, The ends of Cantilevers must be temporarily Failure to install temporary bracing may AJS®blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and property nailed bottom flanges. light construction loads. as each AJS®Joist is set. Straighten the AJSs Joists to within%inch DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS® and sheathing. AJS®Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS11 Joist with two 8d nails. 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 plufnb 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 floor span tables listed below offer three very different the joists closer together does little to affect the perception of the 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*** ****FOUR STAR **** CAUTION *MINIMUM STIFFNESS CAUTION ALLOWED BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: Floors common industry and design community " that meet the minimum building code L/360 standard for residential floor joists,33%stiffer A Floor that is 100/o stiffer than the three star 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 3-star floor for the discriminating homeowner. risk of floor performance issues. This table 9 applications,especially with /2"and 11/a" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST® 12" 16" 9.2" 24" 2" 6" 19.2" 24" 12" 16" 19.2" 24" Depth Series o.c. i 0.C. O.C. o.c. n.c. o.0 04. o.c, O.C. O.C. O.C. O.C. 140 1T-9" 16'-3" 16-4" 13'-11" 13'-11" 12'-8" 11'-11" 11'-1" 19'--8" 17'-0" 15'-0" 13'-11" 150 18'-1" 16'-7" 15-8" 14'-7" 14'-T' 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9'/:' 20 19'-1" 17'-5" 16-5" 15'-4" 14'-10" 13'-0" 12'-9" 11'-10" 21'-1" 19'-3" 18'-2" 16'-4" ........._.._ _ _ ................................................. ..... _..... ...._.- __-- 190 191-4" 17'-8" 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'-0" 16-9" 16-4" 14'-10" 14'-0" 12'-11" 23'-2" 21'-1" 19'-3" 17'-2" 140 21'-2" 19,-4" 1T-8" 15'_1011 16_7' 15-1" 14'-3" 13'-3" 22'-5" 19'-5" 17'-0" 15'-10" 150 2VT' 191-8" 18'-7" 17'-0" 16-10" 16-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11%8' 20 27-8" 20'-9" 19'-7" 18'-3" 17'-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'-0" 21'-11" 19'-0" --- - ................_....................__._--._._...... ---- — 25 24'-11" 22'-9" 21'-5" 18'-3" 19'-6" 17'-8" 16'-8" 15'-5" 2T-7" 241-0" 21'-11" 18'-3" 140 24'-0" 21'-4" 19'-5" IT-4" 18'-10" 17-2" 16-2" 15'-0" 24'-7" 21'-4" 19'-5" IT-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17'-6" 16-5" 15'-3" 26-0" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23-6" 22'-2" 19'-1" 20'-2" 18'-4" 17'-3" 16-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10" 22'-6" 19'-1" 20'-5" 18'-7" 1T-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" 1T-6" 30'-5" 26-4" 22'-11" 18'-4" 140 26-6" 22'-11" 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" ! 16-8" 26-6" 22'-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-0" 26-0" 24'-2" 19'-3" 22'-4" 20'-4" 19'-1" 17'-9" 31'-T' 27'-0" 24'-2" 19'-3" 190 28'-11" 26-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31'-11" 28'-11" 24'-2" 19'-3" 25 1 31'-4" 27-10" 23'-2" 18'-6" 1 24'-6" 22'-3" 20'-11" 18'-6" 1 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 1/32'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 1 installed with their long edge perpendicular to the joists with end joists centered over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3 3. Two layers'/i'Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& Add carpet&pad to fire assembly: STC=54MIIC=50 or Installation Guide for specific assembly information and �3'/2'glass fiber insulation to fire assembly STC=55or other fire resistive options or contact your local Boise �an additional layer of minimum%"sheathing and STC=61 Cascade representative. 9'/V glass fiber insulation to fire assembly: i:+.stallation Guide•0812912013 Floor Framing Additional roof framing details available with BC FRAMER®software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested AJS®blocking or 2x4"squash"block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use With construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOISTg PRODUCT VERSA-LAM®header or an AJS®header. 1'/2"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 2-8d nails minimum. • �fii� Dimension lumber is not suitable for use as a rim board in ALUOISTx floor systems. AJS6 rim joist. ° See Floor Details page 5. See page 8 for allowable hole sizes ® ® and location. t BOISE CASCADE®Rimboard. See pages 6 and 27 of the VERSA-LAM®LVL beam. ALLJOISr Specifier Guide. Endwall blocking as required per governing building code. For load-bearing cantilever details, see page 9. AW Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: Stiffener W min., I Nailing • 3 Web Stiffener Nailing Schedule 2"max.L Schedule Web chartStiffener AJS Series Joist Depth Nailing 2"min.j i Width 4"maxL r 140 —Gap 150 9'/z'—117/8' 3-10d 20 Clinch 190 Nails 25 14"— 16" 5-10d _ 2"min. Tight Fit Web Stiffener 4"max. 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. Structural Panel -• Stiffener Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS Joist. Web stiffeners may be required with certain Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In No 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" 11/2 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. ':3oise Cascade E_L4F•ALL.iO1S i`'Installation Guide•OSltylLi713 Floor Framing Details Additional floor framing details available with BC FRAMER°software END BEARING DETAILS +' +' 'r '' AIS" AJSe rim joist. blocking. Dimension lumber ~ Nail BOIS $• is not suitable for ta,:'f" CASCADE' use as rimboard � Rimboard to i with AIS'Joists. Al S'Joists with Dimension lumbers not Blocking may be required `9: Sd nail into suitable for use as rim perpendicular to wall, each flange. board with AJS'Joists. i consult design professional " ' (of record and/or local building official 2x ledger. Use of AJS rimjoist requires 2x6 f e wall for minimum joist bearing. BOWboad i One'Id nail Ri Top Flange or Face Mount each side at Joist Hanger ( bearing Solid block i all posts Note:AIS'floor from above to bearing joist must be -=--1112"minimum below, designed to carry bearing length wall above when stacked over wall To limit splitting flange,start nails at least 11/2" below. from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM* angle to limit splitting of bearing plate. panels and shear walls.consult design professional of record. INTERMEDIATE BEARING DETAILS AJS9 Joist Slope Cut Reinforcement ® Detail below restores original allowable ® For load bearing wall above Blocking may be required consult design Professional shear/reaction value to cut end of AIS"joist.AJSe 1. DouNe Squash Block Vertical Load pbJft] 1 (stacked over wall below). of record and/or local budding official. - - Joist shall not be used as a collar or rafter tension tie. Joist Spacing un] ■w_�'�� Size -- - -- 2 z 6 min.ratter. Rafter snail i-� 12 16 19.2 24 Vir *— be supported by ridge beam or 2z4 4463 3347 2789 2231 other upper bearing support Load bearing 2x6 7013 5259 4383 3506 - " wall above Vt6? - (stacked e overI wall below) 1. Squash blocks are to be in full contactA13�'with upperfloorand lowerwall plate.AJSe Joistblocking. 2x block. 2. Capacities shown are for a doublesquash blocks at each joist,SPF ;see Nail block with one Lod nail into each flange. or better. tablebelowi , Backer block Double AJS- 2x blocking required atbearing(notshown for clarity). (minimum 12" Connection ® Sheathing or "/a:"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,tightto bottom flange. Hanger (see chart below) �S, W gap between reinforcement and bottom of top flange.1 Y blocking Apply construction adhesive to contact surfaces and [ r` fasten with 3 rows of min.10d box nails at 6"o.c. �r required for Alternate nailingfrcm each side and clinch. cantilever. i Filler block.Nail Web-Filler Minimum Heel Depth with 10-10d nails Nailing 12" EWklall Root Pitch i on-center Bearing 6/12 7J 12 8/12 9/12 10/12 12/12 Backer block required where top flange Connection valid for all For load bearing cantilever,see pages 9 „ applications.Contact Boise Cascade 2z4 4 4%,e° 4'4 411" j 414" PA" joist hanger load exceeds 250 lbs. and 10.Uplift on backspan shall be 2 z6 3112" 3'/,1" 2a/s" 2�:" 21,1" 21a" Install tight to top flange. EWP Engineering for specific conditions. "considered in all cantilever designs. 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,AIS'rim joists,rim boards,AJS' 1112 inches minimum from the end of the AJS"Joist blocking panels orx-bracing. AJS@ blocking panels or to limit splitting. PROTECT AJSe JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. SheathingtoAJS°joist,rimjoist,blocking: AJS'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 ofthe ground on stickers. MINIMUM BEARING LENGTH FOR AJS'�JOISTS be required perdesign professional ofrecord. AJS' RIM JOISTS AND BLOCKING • 1112 inches is required at end supports. 3112 inches is - 14 gauge staples may be substituted for Bid nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (plf) BC CALC software. NAILING REQUIREMENTS Engineering for further information. 912 1875 • AJS rim joist,rim board or closure panel to AJS'Joist: BACKER AND FILLER BLOCK DIMENSIONS --- 1P/s" 1680 - Rims or closure panel 11/4 inches thick and less: Backer Block - --- - -- - -- --- ........ 2-8d nails,one each in the top and bottom flange. AJS®Series: Thickness Filler Block Thickness 14" 1500 — ------- ---- - — -- --- -- -....._�.____- - AJS"140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 1112"or two%" 2x +%"wood panel - AJS'`25 rim joist: Toe-nail to flange to rim joist 20 wood panels - 1 P g 1 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24". • AJS1 rim joist,rim board or AJS•'blocking panel to 25 2x lumber ! Double 2x lumber su pport: - 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 AJS1 Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. r Installation Guide•08r291201 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. Tern strut lines-(1x4 min.) / m 8 ft.on center maximum.Fasten Blocking or other lateral at each joist with two 8d nails _----_._. support required at end minimum. supports. °o 00 G 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 Multiple AJSe Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJSt JOISTS UNTIL ALL HANGERS,AJS' SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJSIF BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an altemate,temporary sheathing may be nailed to the first four feet of Straighten the AJS®Joist to within%inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS9 rim joists,rim boards, AJS®blocking panels,and Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Install temporary 1 x4 strut lines at no more than eight feet on center as Failure to install temporary bracing may result in sideways buckling or p ry 9 roll-over under light construction loads. additional AJS°Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS11'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wall AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2 x 4 2 x 6 supported by ridge beam or other upper bearing support. Heel 91/2' 2'i" 1'/2" Plywood/O58 Sheathing orRafter Strut Roof Rafter Depths 11'/s' 3'R' 2'r4" 1x4 Nailer C Max.4'-0"o.c. Ceiling Loads: 14" 4'/2" 3'/2" 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�— ' 9%"•u'/h",l4"or 16" Web 2)Ceiling joist must be designed to carry all roof load AJS®Series Ceiling Joist Filler transferred through rafter struts as shown. ,a 24"o.c.Maximum 3)AJS®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 Without Roof Loads or box nail. 91h"AJS®140,150,20,190,25 1 19'-6" 6)1x4 nails shall be continuous and nailed to an end 11'/e"AJ S11 140,150,20,190,25 22'_0^ wall braced to the roof diaphragm. 1a"AJS®140,150,20,190,25 2a'-6" 7)Install a 24"long web stiffener on each side of AJS Joist at beveled ends.Nail roof rafter to AJS11 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 FRAMERF software lOd*n2e for 135 PLF max Rimboard/VERSA-LAM®block 2x beveled plate for slope at 6Ventilation'V"cut: greater than 1/4/12. e for 240 PLF max. : /,of length,Y2 of depth Backer bloThickness 2x4corresponI blockingAJS1 serie2x block for soffitAJS1 blockingsupport.Holes cut 2'-6"max.Flange of AJS@ Joists may be birdsmouth cutonly at Simpson VPA or USP TMP connectors or equal can . for ventilation. the low end of the joist. Birdsmouth cut AJS"'joist be used in lieu of beveled plate for slopes from imust bear fully on plate,web stiffener required each 3/12 to 12/12. 2'-6 horiz. side.Bottom flange shall be fully supported. Z_i^ � 3 i *Flange /VERSA-LAM®blocking. Backer block I entilation"V"cut: (minimum 12"wide). of length.%of depth Joist Nailwith10-10d nails. Hanger DO NOT bevel-cut joist Tilange of A15"Joists may be beyond inside face of wall,except foirdsmouth cut only at theFiller block.Nail for specific conditions in details stlow end of the joist. with 10-10d nails. shown on pages6 and 15 of theBirdsmouth cut AJS'Joist ALUOIST"Specifier Guide. must bear fully on plate.web Backer block required where top flange tiffener required each side. joist hanger load exceeds 250 lbs. Install tight to top flange. Simpson or USP LSTA24 e t• Simpson or USP LSTA24 strap where slope strap,nailing per AJS Blocking exceeds 7/12(straps maybe required for lower L 4than ist maybe required governing building code. Row on each slopes in high-wind areas). Nailing per governingceeds rafter side of ridge build0:7 or alternate. Holes cut for ng as required. ventilation. VERSA-LAMNail outrigger o LVL supporthrough AJS`web. -VERSA-LAMA "x outrigger LVL supportotched around AJS' beam. enerp flange.Outrigger Double-beveled plate,connect to ridgepacing no greater with 2 rows 16d nails at 12"o.c. . an 24"on center. Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT AJS1 Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS' 11/2 inches minimum from the end of the AJSd1 Joist blocking panels orx-bracing. AJS`blocking panels or to limit splitting. PROTECT AJS"JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. Sheathing toAJS`joist,rim joist,blocking: AJS'Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS`JOISTS professional of record. • 11/2 inches is required at end supports. 31/2 inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP The 11/2 inch,pre-stamped knock-out holes spaced BC CALL®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. ® Backer Block Deeperjoists than what is structurally needed may • AJS rim joist,rim board or closure panel to AJS Joist: ® be advantageous in ventilation design. Consult local AJS Series Thickness FillefBiockThickness - Rims or closure panel 11/4 inches thick and less: -- - -`-- building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 1 specific ventilation requirements. a 150 Ills"or two k" 2x +56"wood ane) - AJS(1'140/150/20/190 rim joist:2-16d box nails, 20 wood panels - p BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - AJS`i 25 rim joist: Toe-nail top flange to rim joist _ AJS°Joists may be birdsmouth cut only at the low with 2-10d box nails,one each side of flange. 25 2 x_lumber Double 2 x_lumber end support. AIS'Joists with birdsmouth cuts may • AJS®rim joist,rim board or AJS`blocking panel Cut backer and filler blocks to a maximum depth equal cantilever up to paslow end support. The to support: to the web depth minus 1/4"to avoid a forced fit. bottom flange muustst sit fulltyy oon n the support and may not overhang the inside face of the support. High - 8d nails at 6 inches on center. end supports and intermediate supports may not be For deeper AJS''Joists,stack 2x lumber or use multiple birdsmouth cut. - When used for shear transfer,followthe building pieces of 1/4"wood panels. designer's specification. (-1oise,Casoade EWIR•ALLJOIST'instailaaon Guide•0812912093 _ AdSO Joist Hole Location & Sizing AJS®Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension p of largest hole(knockouts exempt) D I DO NOT (see table below) cm or notch *!q; (see table below) a��F flange -� ❑ - - -� 0 0 ¢ DO " 6" cut in web area A 1'/around hole ma �..I No holes(except knockouts) y be l� " I ' as specified allowed in bearing zones cut anywhere In the web. Do not out holes Provide at least 3"of larger than 1'h" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/i' • Select a table row based on joist depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 8'/e 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[inj 2 4 6 6 - appropriate round hole diameter __ _ __! ❑ _ ) _ _ _ or rectangular hole side. Use the longest side of a rectangular 8 2'-0" 2'-5" 2'-11" 3'-5" 3'-10" 4'-0" hole. The table value is the Any San closest that the centerline of the 9'/:" �ftl 12 3'-0" 3'-8" 4'-5" 5'-1" 5'-10" hole may be to the centerline of Joist the nearest support. 16 4'-0" 4'-11"`5'-11" 6-10" T-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'/a 7 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 i 8 V-0"� 1'-10" 2'-3" 2'-8" 2-11" T-1" T-6" 13' of uncut web between holes ( must❑._ . ... i equal at least twice the E ; diameter(or longest side)of the Any f ! 12 1'-5" i 2'-1" 2'-9" ! 3'-5" 4'-0" W-4" 4'-8" ' 5'-4" 5'-11" i largest hole. an 11'/e ` SIN i I 1%"round knockouts in the web Joist j 16 1'-11'I T-10' 3'-8" j 4'-6" 5'-5" 5'-10" 6'-3" 7'-1" i 7'-10" � may be removed by using a s ( short piece of metal pipe and 20 2'-5" 3'-6" 4'-7" 5-8" 6'-9" T-3" T-10";8'-11" 9'-10" hammer. ---a Y - -- Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 87/6 9 10 11 12 13 cally anywhere in the web. The joist may be set with the 1%" 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" j 1'-4" 1'-8" 1'-11" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-9" This table was designed to apply to the design conditions covered by tables elsewhere 12 1'-0" 1'-1" 1'-4" . 2'-0" 2'-7 T-11" 3'-2" 3 10 4'-4" 4'-5 5'-0" 5'-7" in this publication. Use the Any San BC CALC®software to check 14" 16 1'-0' 1'-1" ,1'-10' 2-8" 3'-5" T-10" 4'-3" 5'-1" 5'-9" 5'-11"; 6'-8" T-6" other hole sizes or holes under f 3 Joist other design conditions. It may 20 1'-0' 1-3" 2-4" 3'-4" 4'-4" 4'-10" 5'-4" 6'-4" T-3" 7'-4" 8'-5" 9'-5" be possible to exceed the limita- tions of this table by analyzing a specific application with the 1 24 1'-0" 1'-7" 2'-9" 4'-0" 5'-2" 5'-10" 6'-5" 6 T-8" 8'-8" 18'-10" 10'-1" 11'-3" BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6'/a 7 8 8'/ 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" ` 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5'-5" A6" Span 16 1`-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" 7'-2" Joist IN 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5'-1" 5'-2" 6'-2" 7'-1" 8'-1" 9'-0" 24 1'-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5'-1" 6'-1" 6'-3" 7'-4" 8'-6" 9'-8" ''10'-10' i Boise Cascade EbV'P•ALLJOIST�Installation Guide-08:16:2013 AJS®190 Joist Depth AJS®140 Joist Depth n s 16" 14" 11'/e 9'/i' Joist Series 16 14" 11%s' 9'/:" Joist Series W W W IJ N.N A W W W W W N N N A W W W W W N N N A W W W W W N N N ROOF Truss A W W W W W N N N14 W W W W W N N N A W w W W W N N N A W W W W W N N N Roof Truss N O W T A N O W m A O W W A N O w m A O O W A N.0 W W A O W O A N O w Q) !'• San ft O W O A N O O O 410 W O A N O O O A O W m A N O W W A O W..O A N O OD MA S a n ft 0 0 0 0 o c o oo O o 0 0 0 0 0 0 0l0 0 0 0 0 0 0 0 0'0 0 0 0 0 0 0 0 o m 0 0 0 0 0 0 0 0 0'0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a, C <0 0 O O O $ ~'O O O O O -� -+ -� -� <O O O O X X X X N N -• N G< G O O O O O <O O O O O O X> -` O O O O O X X X X X X X-' > N L _O (n 0 0 0 0 8 y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0i0 O o 0 0 0 0 0 0 X X» -+ s o U m y 0 0 0 O O 0 1� 0 0 0 0 0 0> > > O O O O O O X X X �2`�� C*() ��c 0..xxxxN- gxxxxxxxx'_ � � o >g�:E fox- gym-xxxxxx» Olxx'xxxxxxxN � to n nmcncnrn > > � ncnU) cn ncn ncnrnw cn n n A 3 V 3 O �C�CO O O C O O 0.0 O<O O<O.O<O O>. -� O.O.0 0 0.O X X.X N N » >.0 8 O c 0 0 0 0 O 0..010 O O OC O O O O O I> > O.0 0 0 0 0 I X X X X.x x-` -` O O O((-nP� -+ G C G O O X X N >> > > O O X X X X X X X N N N G G O O O O�> > > G O O O Olx X x X> -` -' O O X X X x X X X X X w �r � \, [«[X>n.«(>!!!»>(((> jlll XXx(Xn--(-n((—n �X'XXXXXXN> XXXXXXXX.X p XX>VV>»!>n����X X XVVVX]]](((X���-• —g�lX X"XXXXXXXXXXXXXXXX A CD N CL AJS®25 Joist lDepth AJS9 150 JoistlDepth r- 16" 14" 11%" 9'/i' Joist Series 16" 14" 11%a' 9Yz' Joist Series ^0 AW'W W W W N NN A W WW W W N.N N A W.W W W W N NN A W W W W.W N N.N Roof TrussA W.W W W W N.N N A W.W W Roof Truss ^ O W O] A N 0 m m O W 0 A N O o'O A o.OD 01 NO W A . 0.A O O m-P' O W 01 A San ft O O O> Oo Q� O m c)A N O ..A A N 0 M O A O 0 Ot A N.O W M O m.O7 A N O M W A San tftlL.L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 a, o o,0 0 0 0 0 0 oIo 0 0 0 0 0 0 0 OIo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > rnrn > > oo,00'0 0 0 0.0 0 0 0 0'0 0 0'.0 0 0 010 0.0'.0 0 0`o N'N-•-•o'.0 0 0'0 � N o o'0 0 0 0.00'oIo 0 0 0 0 0 0.0 oIo o'0 0 00.0 oc -• -� > - .000 oo � N '^ Do �.� 0 0 0 0 O� O O O O O I> -+ -+ > 000 O.O x X X X N N > » ANcn � OO OO r 0 00 N O O 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 O O O O O O N N- -• - O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O OIO O O O O O O O O N-+ - — >O O O.O d p N n o r �co 0 0 0 0 0 O.O �.�O O O.O.O O OI> > O O.O.O O _IX .X.X.N N» -+.o N n � 0 0 X X X r N N > O X x X X X X X X.X N a -'<< < <<.OI' < OIX x x N> > > > O X X x X X X X X- N = rn A s' CC Cn Cn(1)Cn(n(n(n w U O O X.X X X N N -�-+O <.O O O.O O O O O O O O O 0.0'0 O> . . O O..O O O O X.X X N.N � -.0 4 O O O O O O O O > > > O O O O O O X X N N --+ > -. O O X X X X X X X X N N T 9 C C� O O.O� > O O O�X NN -� --+ -� > O O X.X X X X X X N O N y nn N N>'> > -+ O O X X N N N > O O X X X.X X X X N N X X X x x X X',X NP X>-` --` > �jx X X X ��IX X.X X X X X-` >IX X X.X x x X X X A �. «Conn A w N Z Sc AJS"20 Joist Depth (D o in m a o C D-0 o_F_d o I x m X N N o 16" 14" 11% 9%z" Joist Series �/ 0 (D O_(D N N N Roof Truss r.; N W(D (n p7 S •< •< O W O A N O O W A O W O N O W m A O W!T A N O W W A O N W A N O W m A San ft � 3 D =1 (OD C N (D (D (b O o00000000000000000000000o Oo000000000 � n �Q (D 19 »n �� C) E; � N � A w� NU � w (n m m o00000000000000000000000000N 000000 �`' yz ^� ��' � A�wtim m r N O O D N =0 N O O O O o 0 0 0 0 s 5 S o 0 0 0 0 > o 0 0 o X X X N N N» N m �(D nC: >0 m (OD m ro w(nw(n v�?(7 w ' A o \V =N (O N 7 O (i Cn-0(� p N N N O O 0 0 (p n 3 Ql D(D N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O N >> O O O O m (� �M Nom . ID ID Nl "N O Z1 O O N N C Cf)U) m "p w T`. � Na3 C7 g a r CD 0 p 0 0 N O cn O O O N O O m -'***����O »»N��*O X x x X N-+ > -+ G X X X X X X X X N ? _ d QN O CDD NN 7N-OOo ro .Z7 .ZJ (D <0 3� —N N O Q <� 0 0 0 0 0 0 N 0 0 O X N N> >0 0 X X x x,X X N N N m O m NnO v 9999990--M N n (DCD CD p, N .y.. N X> > > > X X x x -'�g X X X X X X X N> X X X X X X X X X # Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT (If Required per Table on page 9) 33/,;min,plywood/OSB or AJS' 23 rimboard closure.tail with bloc Joist /32"Min.X 48"long plywood/OSB 8d nail into each flange. blocking rated sheathing must match the full required for depth of the AJS Joist. Nail to the cantilever Roof Span I-"—2'f• AJ S. Joist with 8d nails at 6"o.c. and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement r stagger nails to limit splitting. Install with horizontal face grain. T2'-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• bearing cantilevers up to a maximum length of 2'-0". Contact Boise Cascade EWP Backer block 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 CALC4'software. considered In all cantilever designs Brick Ledge Load Bearing Cantilever Brick Ledge With Blocking Panels (S Brick Ledge Without Blocking Panels Load bearing wall. 12"m40in 3/32" plywoorce- BOISE CASCADE® mentand Provide full Rimboard. bottodepth blocking Brick between joists. wall. 1 i 5"mI 3%" Edge of hole shall be a n 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 11/32"min plywood/OSB rated (8d)nails at 3"on center except 91/2' 1.Use 23/321'min plywood/OSB rated (8d)nails at 3"on center except 9'/2" sheathing.Install full depth of joist joists,install nails at 2%"on center. sheathing.Install full depth of joist joists,install nails at 2'/"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2%' of 3"from end of blocking panel. and bottom joist flanges with 21/2' Roof Roof Live Load s Joist Truss 20 psf 30 psf 40 Psf 1 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' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' o 0 0 00 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9%" 30' o 0 0 0 o 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X o X X o 1 x 1 2 x 36' 0 x x o x x 1 x x 1 x X overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading:40 psf live load plus 26' 0 0 0 0 0 0 0 0 0 0 1 1 psf sf dead load, backs ans not to 28' 0 0 0 0 0 o o 0 1 0 1 1 p 11'/8' 30' o o a D o o 0 0 1 0 1 1 exceed maximum floor spans shown on 32' 0 0 0 0 0 0 0 0 1 0 1 1 page 3. 34' 0 o 0 0 s 1 1 0 1 1 0 1 1 36' 1 o o 0 0 1 1 0 1 1 0 1 X KEY TO TABLE: 24' o o 0 0 0 0 0 o 0 0 0 0 0 = No Reinforcement Required 26' 0 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 0 0 1 14" 30' o o o oo o 0 0 0 0 o 1 2 = Reinforcement Required Both Sides of Joist ' '. 32' 0 0 0 0 4 0 o 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 o o o o o 0 1 o 1 x Boise Cascade Eb'P•ALLJOISTI,Installation Guide•08:19;2013 on£ - d Beard W _ til v Detail j AJS1 Joists are intended only for applications that Fasten the 2x8 minimum to the AJSI 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. AJSIJolst blockin r Wood backer block 2x Closure g Wood Structural ® see page 6 ofAluois2x8 minimum a Specifier Guide AJS Joist Panel losure blocking Section View Drywall Ceiling or Minimum IV2 Times Back Span Maximum ( Wood Structural --- . Panel Soffit Cantilever Length 1/3 Back Span Back Span Maximum Not to exceed 4'-0" 3%"min. —_ Mw bearing i/3 Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC$software. Large Rectangular Holes in AJS° Joists Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size III��-See Mex Hole Sae on Q hole Chart for Joist Depth Joist Simple Multiple ghole See Max Hole Sae on hok l ^Chart for Joint De ! %Joist SpanMinimum Depth Span Span -nJoist—�- � 'hlofst—ter f width of largest hole Span Span 9,/„ 6"X 12" 6„x 7" _ 117/s' 8"x 13" 8"x 8" Kim Simple Span Joist 6'-0'Min 9"x 16" 8"x 13" #luhiple Span Joist 12'-0'Min Multiple Span Joist 12'-0'Min- 14" Rotes: 10 x 14 9"x 11" Larger holes may be possible for either Single or Additional holes may be cut in the web provided they meet 11"x 16" 10"x 14" Multiple S OIStS; use BC CALC®sizing software the specifications as shown in the hole distance chart shown 16" p span 1 9 above or as allowed using BC CALCI sizing software. 12"x 15" 11"x 12" for specific analysis. AJS° Joists Connection P-2- Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers on Steel BeamBacker blocks shall be at least 12"long per hanger. Attachment of nailer per Nails shall be clinched when possible. design professional of record. verify capacity and fastening requirements Attach4en of hangers and connectors. nailer profesBacker record. Block 1/4"to 2" gap Steel beam "Top Mount" "Face Mount" Backer block shall Backer block shall 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 EVW-„LLJCIST'Installation Guide•08!2912013 BOISE CASCADED Rimboard BOISE CASCADE® Rimboard Product Profiles lit 91/2" ;t HI ` 14" x 16" 11/8" 1" 15/is" 13/a" 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 �i Parallel 40 See chart for vertical load capacity. See chart for vertical load capacity. 12"dia through bogs (ASTM A307 Grades A&B, SAE J429 Grades i or 2. or higher)with washers and nuts or ih"dia lag Exterior screws(full penetration) wood sheathing 350 Ib capacity for 11 s"&thicker rim. 300 lb capacity for i 1"rim.per fastener ,,rC ,�•;a'=` T•eai.ac Lea er- • •, 6 i✓"' �..�. Use only fastener v • 1wu that ale approvei !:,._ • • use with correspondi[tE • • / 3 '"-r,"Ment. • BOISE CASCADE"Rimboard Design of moisture control Min. 8d nails at 6"o.c per IRC. by others(only structural components shown above) Connection per design professional of Min. 8d nails at 6'o.c per IRC. For information regarding connection of exterior decks to record's specification for shear transfer. Connection per design professional of interior floor systems per the 2009/RC,section 502.2.2.3, record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE® Rimboard Properties Vertical Load Capacity I Allowable Design Values Specific Product Uniform Point Ib Gravity 18'& 22"& 18"& 22"& for ( Modulus( Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm [ Lateral (Flexural i of HorizontahPerpendicular Depth Depth ' Depth Depth Depth Depth Lateral Capacity Nail Stress (Elasticity Shear to Grain &Less &Less &Less &Less &Less &Less Ib/ft ( Desi n Ib/in i [lb/in Ibrn Ib/in - - -- ---1--j_-- - - 1"BOISE CASCADE® RIMBOARD a)&® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities.see note 2 1' BOISE CASCADE RIMBOARD OSB,-" _ 1 T BOISE CASCADE® 4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB'z ...................... ---------- Permitted per budding code for 1s he' 6000 5450 4450 4450 — all nominal 2'thick framing blocked 0.5 1800 1,400,000 225 525 VERSA-LAME 1.4 1800'') and unblocked diaphragms (4'nail spacing&greater) ......................- ----- - - ... ._ - —. Permitted per building code for 11/' 5700 4300 — 4300 3900 — all nominal 2'thick framing blocked 0.5 2800 2,000,000 285 750 VERSA-LAME 2.0 3100(1) and unblocked diaphragms (4'nal 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, Boz Common Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE® 3 3 information. RIMBOARD(n 1"or 1'/e"BOISE CASCADE® 3. Not all products and depths may be RIMBOARD OSB 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15f,e'VERSA-LAM"1.4 1800(1) 3 3 3 3 4 6 1'/,"VERSA-LAM"2.0 3100") 2 3 3 3 4 6 Boise Cascade EVAP•ALLJOISTI Installation(3uioe•08:19:2013 AJS° Design Properties End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear 1'/" Bearing 3'/V Bearing 3%"Bearing 5%"Bearing Joist Depth Weight M EI x 106 K x 106 V - .................................... - Series [inches] [plf] [ft-lbs] [Ib-int] [lbs] [Ibs] No WS"' WSP No WS') WS(2) No WS0) WS(2) No WSO) WS(2) 9'/2 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 1250 1700 2430 3130 2430 3130 16 3.1 1 4435 623 1 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 2450 2350 2450 AJS® W4 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 2800 : 2390 2800 150 14 2.84390 487 7.8 1790 960 1420 12_50 1700 2430 3130 '. 2430 3130 16 3.1 5090 664 9.0 2066 970 1500 1285 1800 2465 3435 2465 3435 9'/2 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS ' 11'/8 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 2436 3130 16 3.3 1 6140 786 1 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9'/ 2.5 3895 244 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 : 955 1335 1215 1595 2390 2800 2390 2800 190 14 3.0 607_ _ 0 608 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® 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 1 2850 3800 2850 l 3800 NOTES (1) No web stiffeners required. _ 5W 14 + W12 (2) Web stiffeners required. 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 spall [in] • No additional repetitive member increase allowed. EI = bending stiffness [Ib-int] BUILDING CGDE EVALUATION REPORT K = shear deformation coefficient[lb] - ICC ESR 1144(IBC, IRC) VERSA-LAM° Design Values6# . Allowable AllowableMoment Allowable Allowable Moment Width Depth Wei ht Shear Moment of Inertia Width De th Weight Shear Moment of Inertia Grade in _ jiP Ib/ft Ib _[ft-Ib in° Grade in ip Ib/ft Ib ft-Ib in" o L 3% 1.5 998 776 5.4 5'% 8.0 5237 6830 63.3 LU r*': 1'/2 5'/z 2.4 1568 1821 20.8 5'/z 8.4 5486 7457 72.8 >U) 7'% 3.2 2066 3069 47.6 7'/1 11.0 7232 12566 166.7 3'/2 1.8 1164 1058 6.3 _ 9% 14.1 9227 19908 346.3 5'/ 2.8 1829 2486 24.3 71/1 3.7 2411 4189 55.6 91/2 14.5 9476 20937 375.1 91/. 4.7 3076 6636 115.4 111/1 17.1 11222 28814 622.9 91/2 4.8 3159 6979 125.0 11'/8 18.1 11845 31913 732.6 1'/1 11'/1 5.7 3741 9605 207.6 00 14 21.3 13965 43552 1200.5 0 11'/ 6.0 3948 10638 244.2 16 24.4 15960 56046 1792.0 0 14 7.1 4655 14517 400.2 0 ch N 18 27.4 17955 70011 2551.5 0 16 8.1 5320 18682 597.3 N - Q 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 12.2 7980 40183 201.6.0 Q 24 36.5 23940 120549 6048.0 Q _ 9'/1 16.6 12303 26544 i 461.7 5'/2 5.6 3658 4971 48.5 U) 7% 7.4-�-48_21 8377 111.1 j 9'/ 17.1 12635 27916 i 500.1 Ir 9'/. 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 .... ..... 9'/2 9.6 6318 13958 250.1 11%e 214 15794 42550 976.8 _.-. 11 11.4 7481 19210 415.3 3'/2 - 7 14 25.2 18620 58069 1600.7 ... 113/8 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 - 16 16.2 10640 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 1 11970 1 46674 1 1701.0 20 36.0 26600 113904 4666.7 20 20.3 1 13300 1 56952 2333.3 24 43.2 31920 160732 8064.0 Boise Case ide EINP•F,t..t JOIST'Instatiation Guide•08/2912013 RU VERSA-LAM° Design Properties Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to j Compression Perpendicular to for Fastener Elastic i- Bending Shear Grain Parallel to I --- _Gr.ain Grain - D-eslL ...- Design Property Grade E(x 10a psi)," F6(PSI)tzxal F�(Psi)tzltal Ft(psi)Iz't51 i Fen(pSl)121 F 1(Psi)Itliet (SG) VERSA-LAW Beams 2.03100 2.0 3100 285 2150 ; 3000 750 0.5 VERSA-LAM=Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA-LAMx Columns 1.82750 j 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)"e where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)'s where d=member 6. Stress applied parallel to the gluelines. depth[in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded ' • ' Designing Connections for Maximum Uniform Side Load[plf] Nailed '/7"Dia.Through BoR�' `/."Dia.Through Bolt0i Multiple VERSA-LAW, Members Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24"o.c. 12"o.c. @ 6"o.a 24"o.c. 12"cs @ 6"o.c. When using multiple ply VERSA-LAM2 beams to create a wider Members 12"o.c. 12"o.c. staggered I staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAMB(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 470 705 505 1010 l 2020 560 1120 2245 the inside plies do not support their share of the load and thus the 3121 350 525 375 755 1515 1 420 840 1685 load-carrying capacity of the full member decreases significantly. The 401 use bolt schedule !: 335 670 1345 370 7451495 following is an example of how to size and connect a multiple-ply 31A"VERSA-LAMB VERSA-LAM`floor beam. 2'" use bolt schedule ! 855 1715 N/A 1125 2250 N/A Given Beam shown below is supporting residential floor load 1%"VERSA-LAM®(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16-0". Numhor Nailed 1Y Dia.Through Bolt'I %"Dia.Through Boknl Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @ 3 rows 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 1 840 1120 1685 , 31x1 525 705 565 755 1135 ' 630 840 1260 4j31 use bolt schedule 505 670 1010 1 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ %"bolts and 21A'for%"bolts. Bolt holes shall be the same ASME standard 818.21-1981(ASTM A307 Grades A&B, diameter as the bolt. 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-member standard cut washer shall be between the wood and the boll beam. head and between the wood and the nut. The distance from 3.7"wide beams must be topdoaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 259/6 of opposite side). Find: A multiple 13/4"ply VERSA-LAMB that is adequate to support the design loads and the member's proper connection schedule. Top-Loaded Applications 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 Und6arn Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC®to Depths 11%d'&less 2 rows 16d box/sinker nails @ 12"o.c. 400 pH size beam. (2)1'/."plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 plf A Triple VERSA-LAMB'2.0 3100 13/:'x 14"is found to adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 pU 3. Calculate the maximum plf load from one side Depths 117/;'&less 2 rows 16d box/sinker nails @ 12"o.c 300 pU (the right side in this case). (3)13/V plies 171 Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 ptf Max.Siwe Load=(18'12)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pU 4. Go to the Multiple Member Connection Table,Side-Loaded (4)1'/."plies Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 pB Applications,13/."VERSA-LAMS`.3 members -- Depth =24" 3 rows 1/2"bolts @ 24"o.c..staggered every 8" 505 plf 5. The proper connection schedule must have a capacity greater than (2)31/2"ph Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 855 pU the max.side load: es - Depth 20"-24" 3 rows 112"bolts @ 24"o.c.staggered every 8" 1285 plf 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-LAM". 525 ptf is greater than 450 ptf OK 2.All values in these tables may be increased by 15%for snow-load 5.Connection values are based upon the 2005 NDS, Bolts:I/V diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FastenMester TrussLok,Simpson Strong-Tie SDS,and 755 plf is greater than 450 pH OK code allows. USP WS screws may also be used to connect multiple 3. Use allowable load tables or BC CALCI software to size beams. member VERSA-LAW beams.contact Boise Cascade EWP 4. An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EVv'P•ALLJOIST&Installation Guide•08:197013 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 ?4"air not continuous over header. Verify hanger lateral restraintspace capacity with at bearing. required hanger between manufacturer VERSA-LAM* concrete column and wood. Column connector per design �� professional (;1y5■ :Y{�ys Trimmers {IK■ Gp iti■ of record Slope seat out Bevel cut Beam to concrete/masonry walls ,Bearing framing into wall Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut. d Hanger— top plate is not Not to exceed�``�.,•, t continuous inside tate s of bearing. DO NOT bevel cut VERSA-LAM' beyond inside face of wall without approval from Blocking not y0 f Boise Cascade EWP Engineering Moisture barrier between a shown for clarity. or BC CALCI software analysis. f' concrete and wood VERSA-LAM`Installation Notes Minimum of/,'air space between beam and wall pocket or adequate barrier must be VERSA-LAM'beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans,please refer to load tables in Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM"& VERSA-RIM8 Products (Narrow Face) Nailing Nailing Parallel to Glue Lines(Narrow Face)0) Perpendicular to Glue Lines (Wide Face) Nail Size VERSA-LAMI 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM' 15!,6" 13w, I 31/Y'&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches) [inches) [inches] [inches] [inches] [inches] [inches) 8d Box 3 1% 2 1 2 %: 2 Y 8d Common 3 2 j 3 2 2 1 2 1 10d&12d Box 3 z 3 2 2 1 2 1 Nailing Perpendicular to --...._._ ..._ ......----- - - ...._..._4....._ Glue Lines Wide Face 16d Box 3 2 3 2 2 1 2 1 ( ) --- __-- __-_ _..-..-------------- 10d&12d Common 4 3 4 3 2 2 2 2 Nailing Notes ---. --- 1) For 1'/."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 i 6 3 2 2 1 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-RIM"'. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM° Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw /3 Depth anywhere within the shaded area of the beam. (0 3.The horizontal distance between adjacent holes must be j - O 1/3 Depth at least two times the size of the larger hole. 1/3 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: i3 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 5'/2" 3/4" governed by the provisions of the National Design Specification_for 7'/4" 1.1 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. E.,oise Cascada El•VP•f;L.LJQIST`-'Installation Guide•08129I2013 Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® from the weather. <e O Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. Ii Joist t tsn-uwr vaesA-u� 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 Leave AJS®Joists banded together until ready Fork radius causes facehicforks spacer on by making sure that all joists are first two joists to rise lift e f f k thick sitting on the flat portion of the to install. first fork. forks.This can be accomplished saver virtually p 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-LAME and ALLJOISTE 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 ALLJOISTE,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-LAME;ALLJOISTE 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 _$00-232-07$$ to correctly store, use or install VERSA-LAM",,ALLJOISTa:and BCI,'Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. �--- BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY,Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products, the ALLJOIST Specifier Guide Canada for use in Canada: including sales terms and conditions, Limit States Design. warranties and disclaimers, Your eater is: visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning: Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 OFFICE COPY unlast Metal ❑ ❑ a a 0 08 i ea ° 0 0 o ° a m o a o 0 2120 SW Poma Drive; Palm City, Florida 34990 0 772-223-4055 Phone 0 772-781-7492 Fax www.sunlastmetal.com 0 salesAsunlastmetal.com 7-�-- I IMPORTANT NOTICE Paget READ THIS MANUAL COMPLETELY BEFORE BEGINNING INSTALLATION OF THE 1.50 Inch Clipless (Jax Beach Series) PANEL SYSTEM. SUNLAST METAL DETAILS MUST BE FOLLOWED TO INSURE APPROPRIATE WARRANTIES REMAIN IN AFFECT. ALWAYS INSPECT EACH AND EVERY PANEL AND ALL ACCESSORIES BEFORE INSTALLATION. NEVER INSTALL ANY PRODUCT IF ITS QUALITY IS IN QUESTION. NOTIFY SUNLAST METAL IMMEDIATELY IF ANY PRODUCT IS BELIEVED TO BE OUT OF SPECIFICATION OR HAS BEEN DAMAGED DURING SHIPPING. IF THERE IS A CONFLICT BETWEEN OUR ENGINEER'S EVALUATION REPORT AND THE DETAILS IN THIS MANUAL, THE ENGINEER'S EVALUATION REPORT WILL TAKE PRECEDENCE. Installations contained herein were in effect at the time of this installation manual creation and approved for publishing. Sunlast Metal reserves the right to discontinue products or change specifications at anytime without notice. To ensure that you have the latest material available please contact Sunlast Metal directly. Installation Details are for illustration purposes only can may not be suitable for all building designs or conditions. All projects should be engineered to conform to applicable building codes and regulations. For complete performance specifications and any disclaimers, please consult your local Sunlast Metal representative. C un ast Me Page 3 J OFFICE: (772)2234055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT / 1 I TABLE OF CONTENTS A. Technical Information Sheet .................................................... Page 4 B. General Panel Description .................................................... Page C. Handling & Storage Specifications ........................................... Page 6 D. Installation Requirements .................................................... Page 7 E. Fastener Patterns ... ... ... .................................................... Page 8 F. General Installation Instructions ........................................... Page 9 G. General Installation Sequences ................................................. Page 12 H. Flashing/Trim Metal Details .................................................... Page 14 a e I. Installation Details 1. Eave Drip (EDBN-SS) .................................................... Page 16 2. Box Gutter (BG1-SS) .................................................... Page 17 3. Gable Rake (GR1-SS) .................................................... Page 18 4. Peak Flashing (PF-SS) .................................................... Page 19 5. Peak Flashing 2 (PF2-SS) ........................................... Page 20 6. Gambrel Flashing (GF1-SS) ........................................... Page 21 ....................... 7. Transition Flashing (TF1-SS) ........................................... Page 22 ...................... 8. Ridge / Hip Cap - (RHC-SS) ................. ........ ...... Page 23 9. Valley (V1-SS) .............................................................. Page 24 10.Side Wall Flashing (SW1-SS) ............................................ Page 25 11 .Side Wall Flashing 2 (SW2-SS) .......................................... Page 26 12.End Wall Flashing (EW1-SS) ............................................ Page 27 13.End Wall Flashing 2 (EW2-SS) ........................................... Page 28 C un ast Me` Page 4 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT INFORMATION TECHNICAL INFORMATION SHEET 1. Minimum Recommended Slope is 2:12. For slopes less than 3:12, please refer to Florida Build- ing Code (FBC) section 1507.4.2 and/or FBC section 1515.2. 2. Support Type: Wood Deck- 15/32" (min) or greater Plywood, or Wood Plank (0.42 min specific gravity) 3. 1.5 -Inch Nail Strip Panels are a Concealed-Fastener, Standing Seam Metal Roof Panels with interlocking rib seams and fastening flanges for ease of installation. They must be installed over a completely waterproofed structure in order to ensure watertightness. If the waterproof mem- brane is mechanically attached with metal fasteners of any type, fasteners should be covered to protect the under-side of the metal roof panels, or the use of non-corrosive, plastic tags can be used if applicable manufacturer of the fasteners and FBC permits it. Any mechanically attach- ment device that does not lay flat on the deck will telegraph through the panels and appear as oil canning. 4. Underlayment specifications will be determined at time of estimate, but all underlayment will be in compliance with FBC Section 1507.4.5. 5. Insulation is optional, but must comply with FBC Section 1508. When insulation is incorpo- rated, fastener length shall conform to penetrate through bottom of support a minimum of 3/16". General Insulation Details: Type: Rigid Insulation Board Thickness: 3" (Max.) Density: 2.25 pcf(Ibs/ft3) min., or Compressive Strength: 20 psi (Min.) 6. Panels are subject to surface distortion due to improperly applied fasteners. Overdriven fasteners will cause stress and induce oil canning across the panel at or near the point of attachment. Oil canning is not a cause for rejection of the panels. 7. For the proper fastener application, please see the Fastener Pattern section of this installation manual. Fastener spacing across the width of the panel are shown on Page 8. For fastener spac- ing along the length of the panel, use the wind upload table on the bottom of Page 8 in conjunc- tion with the local governing code. 8. For continuous panels over 30 feet, please contact Sunlast Metal for direction. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE §unlastMetalPage 5 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 LPRO1 I Beach GENERAL PANEL DESCRIPTION t PANEL NAME: 1.50" Clipless Snap Lock (Jax Beach Series) PANEL MATERIAL: Steel PANEL THICKNESS: 24 Gauge (Min.) PANEL WIDTH: 15" to 19" Coverage PANEL RIB HEIGHT: 1.50" YIELD STRENGTH: 40 ksi min. CORROSION RESISTANCE: In compliance with FBC Section 1507.4.3 ASTM A792 Coated, or ASTM A653 - G90 Galvanized Steel COATINGS / FINISHES: Galvalume Plusow/Additional Acrylume® (Mill Finish) Kynar 500 FSF® OPTIONAL STIFFENING RIBS: Striations, Ribbon Beads, Pencil Beads (Flat - Standard) SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE §unlastMetalPage 6 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 LPRODUCT IN-FOMATION 1.50 Inch Clipless (Jax Beach Series) HANDLING & STORAGE SPECIFICATIONS The information provided are suggested guidelines and not intended to cover all applications or building requirements. It is the responsibility of the designer/installer to ensure that this information meets particular building conditions and/or code requirements. It is also the responsibility of the installer to ensure that all OSHA and/or other safety regulations are understood and upheld. Sunlast Metal will not be held liable for any claim which arise out of handling or installation of the material. PERSONAL HANDLING PANEL INSPECTION When handling metal panels care should be taken to All material should be inspected upon delivery. Any protect the panels from scratching or abrasion. Pulling damage or moisture intrusion should be reported to a panels across one another may cause scratches to the Sunlast office representative within 48 hours and surface film. Individual panels should be carried vertical notated on the Delivery Ticket. to the ground to avoid bending the material. MECHANICAL HANDLING FIELD CUTTING A forklift or crane can be used to handle unopened Some field cutting and fitting of pre-manufactured bundles, but care must be taken to ensure equal panels is to be expected. Minor field corrections is distribution of weight across the entire panel. Spread considered normal operation. Always cut one panel at the forklift forks to their maximum width in order to a time. For small cuts, hand-held shears (tin-snips) can ensure equal weight distribution. Use of a spreader bar, be used. For best results an electric shear may prove when using a crane, will enable equal distribution of useful. After cutting metal panels, ensure that all metal weight. Cable supports should be avoided at all costs. shavings are removed from the panel before installation to avoid rust stains, which will void the warranty. PROTECTING & STORING FASTENING DETAILS Material should be left in a secure location to avoid the The use of proper fasteners and installation procedures possibility of theft. To protect the metal panels from is an important factor in the overall appearance and weather conditions it should be tarped (non-plastic performance of the metal roofing system. When using material) and stored at least 4" above ground with one metal fasteners with weather seal washers (WSW), be end elevated slightly higher to allow moisture to run off. sure that you do not over tighten - causing the sealing If metal panels become wet, they should be individually material to extrude beyond the edge of the washer. removed from the bundled stack and dried. Prolong Also, not tightening the fastener enough will not allow storage is not recommended. If immediate installation the proper compression of the washer to seal the is not possible, additional care should be taken to penetration. ensure that rust or watermarks do not develop. Do not store sheet metal roofing materials in contact with other materials that might cause staining, denting or other surface damage. Store sheet metal materials away from uncured concrete or masonry. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE l Pa§unlastMetage 7 OFFICE: (772)2234055 TOLL FREE: (877) 8-METAL-6 FACSIMILE: (772)781-7492 , PRODUCTI Beach INSTALLATION REQUIREMENTS SEALANT ANT WOOD DECK Wood Deck (15/32") SEALANT SEALANT Integral Snap Lock r Clip Relief Seam Adhesive #10 x 1" Pancake-Head Wood Screw METAL PANELS: 24 Gauge (Steel) INSTALLATION METHOD: Refer to drawings on Page 8 FASTENER SPACING: Refer to Table "A" on Page 8 FASTENER TYPE: Pancake-Head Wood Screw FASTENER SIZE: #10 x 1" FASTENER CORROSION RESISTANCE: Per FBC Section 1506.6 and 1507.4.4 FASTENER STANDARD: Per ANSI /ASME 618.6.4 MINIMUM FASTENER PENETRATION: Through bottom of support- minimum 3/16". PANEL RIB INTERLOCK: Snaplock (Panel Ribs shall be fully engaged to form and integral snap-lock) SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE 1 . §unlastMetalPage 8 OFFICE: (772)2234055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT I Beach FASTENER PATTERNS SUNLAST JAX , BEACH SERIES 1.5 4 OPTIONAL STIFFENING RIBS ADHESIVE ON BOTH SIDES OF SEAM FASTENERS EVERY 6` IN FIELD LONE / FASTENERS EVERY 3' IN CORNER ZONE TABLE A 1,AA.X1f,MJM DESIGN PRESSURES Roof Areas Field Perimeters and Corners Maximum Design Pressures -97.25 psf -161 psf Screw Spacing 6"o.c. 3" o.c. Applied continuously on Applied continuously on Seam Adhesive both sides on male leg. both sides on male leg. 'Maximum Design Pressures include 2:1 Safety Factor SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE ' un ast Me_ Page 9 J OFFICE: (772)2234055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 " PRODUCT 1 1 I Beach GENERAL INSTALLATION INSTRUCTIONS The information provided are suggested guidelines and not intended to cover all applications or building requirements. It is the responsibility of the designer/installer to ensure that this information meets particular building conditions and/or code requirements. It is also the responsibility of the installer to ensure that all OSHA and/or other regulations are understood and upheld. Sunlast Metal will not be held liable for any claim which arise out of handling or installation of the material. GENERAL PANEL INSTALLATION There are three main measurements that are critical when installing metal roof panels: the length required at the eave, the peak end and the amount of panel lap (if required). In each case a certain measurement is required. Check each measurement to ensure panel placement gives you the distance required at the eave and peak. In most cases, any variance can be taken out at the eave or peak. Insure that the structure is square and true before beginning panel installation. If the structure is not square, the panels will not properly seal at the side-laps. Start the first panel square to the eave by using the 3, 4, 5 Triangle Method (See Below). Green or damp lumber is not recommended. Moisture released from the damp lumber may damage the metal panels. Nails installed on green or damp lumber may back out. Drive fastener so that it is secure against the metal but does not bind. Overdriven fasteners will also increase the amount of oil canning that is present in the metal roof panels. Do not leave any fasteners that missed the substrate. Remove any loose shavings left on the roof immediately to prevent corrosion or rust. After installing the roof system, remove any de- bris such as leaves or dirt to prevent moisture from getting trapped on the panels. TRIANGLE METHOD 1. Establish a line from Point A to Point B by temporarily marking each point with a nail. The line must be parallel to the eave. In this example, we are going to determine that this line is going to be 3 feet in length (This is the "3" side of the Triangle). NOTE: For larger 3, 4, 5 Triangles - multiply each side of the triangle by the desired increase in size. For example, if the roof panels are 25 feet from the Eave to Ridge, multiply each side by a factor of 6 for an 18, 24, 30 Triangle. Obviously the shorter the vertical length of the triangle is, the better accuracy you will have when squar- ing off. 2. Using two tape measures, locate Point C by hooking one tape measure to the nail at Point A and a second tape measure at Point B. Extend the tape measures until they cross and meet at 4ft on the Point A tape measure and 5ft on the Point B tape measure. Then place another temporary nail at this juncture. 3. Hook a chalk line onto Point A and pull it in line with Point C and then mark you chalk line on the roof deck. This will be your square reference line for the panel installation. 4. Mark chalk lines parallel with the square reference line out ahead of the panel installation so that panel square can be checked as the panels are installed. Suggested line spacing is one foot beyond 3 panels wide or about 7 feet. 5. Check for square by measuring the distance from the installed panel edge to the chalk line at both the eave and ridge ends. If the measurements match, then the installed panels are square, if not, adjustments must be made to bring the panels back to square. NOTE: Please take care when attempting to adjust for square. If completed improp- erly then oil canning will become present. 6. See the following pages for a step-by-step process. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE i un ast Me.aPage 10 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT ► I Beach 2 Using two tape measures, locate Point C s' by hooking one tape measure to Point A and the other tape measure to Point B, then extending both tape measures until lc they cross at the 4ft and 5ft increments (shown here).Then place a temporary nail at this intersection. E' These are the 4ft and 5ft sides Cof the 3...4...5...Triangle. M N 2" N r O V m • • 1 2 3 Establish a line from Point A to Point B by temporarily marking each point with a nail.The line must be parallel to the eave and in this example 3ft Long(This is the "3"side of the 3...4...5...Triangle). Connect a chalk line to Point A's nail and then pull it to Point C's nail.Then mark your chalk like on the roof deck. This is your square reference line for your panel installation. 0 O M In Ch r O NOTE: m For larger distances just multiply each side of the triangle by the desired size. For instance if the Eave to Ridge height is 25ft then multiply each side by 6 to get an 18...24...30... Triangle. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE i J un ast Met. I Page 11 OFFICE: (772)2234055 TOLL FREE: (877) 8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT1 / I Beach 4 Use two tape measures, on at the ridge and eave ends of the Square Reference Line and measure out 1 foot past 3 panel wide, or up to a maximum of 10 feet. Then hammer another temporary nail at the eave and run a chalk line to the ridge at the same length. 1 2 3 4 5 6 7 9 10 O O 7C r M O M lw 1 2 3 4 5 6 7 8 9 10 Check for square by measuring the distance from each installed panel edge to the chalk line at both the eave and ridge. If the measurements do not match,then the installed panels are not square and need to be adjusted. Be careful not to cause oil canning 1 2�--- when attempting to adjust panels. li i M i ;[ 2 SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE 5, unlast Met. I Page 12 OFFICE: (772)2234055 TOLL FREE: (877) 8-METAL-6 FACSIMILE: (772)781-7492 , PRODUCT INSTALLATION SEQUENCES 1. Moisture Barrier- Install 2. Fascia Trim - Install the fascia trim 3. Eave Trim - Install the Eave Trim Moisture Barrier according to the along all eaves and rakes. along all eaves lapping over Fascia manufacturer instructions. Trim. 4. Valley Trim - Install the Valley 5. Metal Roof Panels - Install the 6. Hip Trim - Install the Hip Trim over Trim over the Eave Trim, working panels over the Eave and Valley Trims. the Metal Roof Panels just installed. from the Eave to the Valley Peak. Do not install panels where the trim laps under the panels. 7. Ridge Trim - Install the Ridge 8. Transition Trim - Install the Transi- 9. Metal Roof Panels - Complete the Trim over the Hip Trim intersection tion Trim over the low slope panels and panel installation - installing the high and valley peak. moisture barrier. panels over the Trim Transition and the remaining exposed locations. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE un ast Met. I Page 13 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT ► I Beach Series) INSTALLATION SEQUENCES - CONTINUED 10. Rake Trim - Install the Rake 11. Peak Trim - Install the Peak Trim 12. Ridge Trim - Install the Ridge Trim Trim over the panels along all Gable over the panels. over the Panels. Rake edges. 13. Side Wall Trim - Install Sidewall 14. Side Wall Trim (Rear View) 15. End Wall Trim.- Install End Wall Trim over the panels. Trim over the panels. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE §unlastMetalPage 14 OFFICE: (772)2234055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT INFORMATION 1.50 Inch Clipless (Jax Beach Series) FLASHING / TRIM METAL DETAILS BULLNOSE EAVES DRIP BOX GUTTER (6" STANDARD) 3/4" F 1" 6" -1/2" 5" 4/2" - 6" S.O. = 8" S.O. =22-1/4" (Standard) I GABLE RAKE PEAK / HIGH END FLASHING r--- -3-3/8" - - T 5" 3/4" 1/2" 3-1/2" 5„ 1/211 S.O. = 5-1/8" S.O. = 11" GAMBREL FLASHING TRANSITION FLASHING 6" 6" 6" 3/4" 6, 3/4 S.O. = 12-3/4" S.O. = 12-3/4"" SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE C un astMe. Page 15 OFFICE: (772)223-4055 TOLL FREE: (877)8-METAL-6 FACSIMILE: (772)781-7492 PRODUCT ► I Beach FLASHING / TRIM METAL DETAILS (cont.) RIDGE / HIP CAP (HEMMED) VALLEY 1" 5-14" of 3/4"Hem 9n 1 9 S.O. = 12" S.O. = 20" SIDEWALL FLASHING END / HEAD WALL FLASHING 4" 4" 51, 3/4" 3/4,• S.O. = 9-3/4" S.O. = 9-3/4" Add'I. Flashinq/Trim Details STUCCO STOP 1-12" •— z%. 3/8" �al_�'e Gear 2„ W. Valley Cleat � zY. SEE SUNLAST FOR CURRENT INFORMATION SUBJECT TO CHANGE WITHOUT NOTICE Page 16 EDBN SS 2" = Cleat #10 x 1" Pancake-Head Wood Screw Bullnose Cleat Sunlast Metal, Inc. #30 Felt (Min.) Name JAR Eave Drip - SS Name D JR (Bullnose) ENGINEER Plywood Decking (15/32" Min) Name JAR -'70- -FDWG NUMBER Name ED JR A EDBN-SS SCALE 2: 1 ISHEET 1 0F 1 Page 17 BG 1 - SS #10 x 1" Pancake-Head Wood Screw 1/811 x 3/16" Stainless Steel Pop Rivet Box Gutter Strap (Sized to Gutter) Box Gutter (6" x 6" Standard) Sunlast Metal, Inc. DRAWN Name JAR #30 Felt (Min.) Name JR Box Gutter 1 - SS ENGINEER Name Plywood Decking (15/32" Min) APPROVED JAR DW NUMBER Name JR A BG 1-SS SCALE 2: 1 REV A SHEET 1 OF 1 Page 18 GR1 �SS i �1 Z-Closure Gable Cleat #10 x 1" Pancake-Head Wood Screw 1/2" Buytl Tape Sealant Pop Rivet (Stainless Steel) #30 Felt (Min.) DRAWN Sunlast Metal, Inc. Name JAR Name° JR GABLE RAKE 1 - SS Plywood Decking (15/32" Min) ENGINEER Name JARD G NUMBER Name ED JR A 1 GR1-SS SCALE 2: 1 REV I SHEET 1 OF 1 Page 19 PF -SS Z-CIOSI,re '-5 =' #10 x 1" Pancake-Head Wood Screw Pop Rivet (Stainless Steel) 1" Z-Closure 1/2" Buytl Tape Sealant Sunlast Metal, Inc. D N Name JAR #30 Felt (Min.) Name D JR Peak Flashing - SS ENGINEER Name JAR SIZE DWG NUMBER Decking (15/32" Min.) Name ED JR A I PF-SS SCALE 2: 1 REV A SHEET 1 OF 1 Page 20 PF2 - SS Z-CIOSL.re 1 -J i f{ #10 x 1 " Pancake-Head Wood Screw Pop Rivet (Stainless Steel) 1" Z-Closure 1/2" Buytl Tape Sealant Sunlast Metal, Inc. DRAWN Name JAR #30 Felt (Min.) Name D JR Peak Flashing2 - SS ENGINEER Name JAR DWG NUMBER Decking (15/32" Min.) Name ED JR A PF2-SS SCALE 2. 1 IREy A SHEET 1 OF 1 Page 21 GF1 - SS �1 Z-Closure #10 x 1" Pancake-Head W ood Screw Buytl Tape (1/2" Min.) Sealant Z Closure Sunlast Metal, Inc. #30 Felt (Min.) Name JAR CHECKED GAMBREL Name Plywood Decking (15/32" Min) ENGINEER JR FLASHING 1 (SS) Name JAR SIZE DWG NUMBER Name ED JR A GF1-SS SCALE 2: 1 1 SHEET 1 OF 1 Page 22 TF 1 �SS Z-Closure kl/l- 7Er'7 #10 x 1" Pancake-Head Wood Screw 1/2" Buytl Tape Sealant Z-Closure Sunlast Metal, Inc. #30 Felt (Min.) Name JAR CHECKED TRANSITION Name Plywood Decking (15/32" Min) ENGINEER JR FLASHING 1 (SS) Name JAR DWG NUMBER Name ED JR A7 TF1-SS SCALE 2: 1 REV A ISHEET 1 OF 1 do 4 Page 23 RHC�SS -T Z-Closure 1-5 e' #10 x 1" Pancake-Head Wood Screw Pop Rivet (Stainless Steel) 1" Z-Closure 1/2" Buytl Tape Sealant sunlast Metal, Inc. DRAWN Name JAR #30 Felt (Min.) Name D JR Ridge/Hip Cap - SS NameER JAR DWG NUMBER Decking (15/32" Min.) Name ED JR A RHC-SS SCALE 2: 1 REV A I SHEET 1 OF 1 Page 24 v 1 ss �_2" 3/8" Valley Cleat #10 x 1" Pancake-Head Wood Screw Valley Cleat Butyl Tape Sealant Sealant Sunlast Metal, Inc. DRAWN Name JAR #30 Felt (Min.) Name D JR Valley 1 - SS NameER JAR SIZE DWG NUMBER Plywood Decking (15/32" Min.) Name ED JR A I V1-SS SCALE 2: 1 REV A SHEET 1 OF 1 Page 25 swi SS Z-Closure 1-5rB' #10 x 1" Pancake-Head Wood Screw Buytl Tape Z-Closure Stainless Steel Pop Rivet SealantSunlast Metal, Inc. DRAWN Name JAR Name D JR Side Wall 1 - SS #30 Felt (Min.) ENGINEER Name JAR SIZE DWG NUMBER Plywood Decking (15/32" Min.) Name ED JR A SW 1-SS SCALE 2: 1 REV A SHEET 1 OF 1 Page 26 SW2 SS 1/4'• 1/2" 2" Counter Flashing 1/a" 2' Closed Hem 1/2" Z-Closure #10 x 1" Pancake-Head Wood Screw 1-1!7 #10 x 1-1/2" Hex-Head Wall Screw (Counter Flashing) Counter-Flashing (5-1/2" S.O.) Buytl Tape Z-Closure Stainless Steel Pop Rivet Sunlast Metal, Inc. Sealant DRAWN Name JAR CHECKED Side Wall 2 - SS Name JR #30 Felt (Min.) ENGINEER Name JAR DWG NUMBER APPROVED ISW2-SS Plywood Decking (15/32" Min.) S Ame z JR RAA SHEET 1 OF 1 Page 27 EW1 SS Z-Cl OS Ure i-5.g• 1-1��' -v/�x 01 #10 x 1" Pancake-Head Wood Screw Buytl Tape Z-Closure Sealant Sunlast Metal, Inc. DRAWN #30 Felt (Min.) N E�ED JAR End Wall 1 - SS Name JR ENGINEER Name Plywood Decking (15/32" Min.) Name ED JAR JR qEW1 D GNUMBER -SS SCALE 2: 1 JREv A I SHEET 1 OF 1 Page 28 EW2 SS X1/4" 2' Counter Flashing �- 1/4" � 2 Closed Hem / 1/2 I Z-Closure #10 x 1" Pancake-Head Wood Screw #10 x 1-1/2" Hex-Head Wall Screw (Counter Flashing) Counter-Flashing (5-1/2" S.O.) Buytl Tape Z-Closure Sunlast Metal, Inc. Sealant Name JAR Name D JR End Wall 2 - SS #30 Felt (Min.) ENGINEER Name JAR I2f DWG NUMBER Name ED JR A EW2-SS Plywood Decking (15/32" Min.) SCALE 2: 1 1 SHEET 1 OF 1
