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1939 Francis Ave RES20-0073 New Single Family , ./: l'A''J RESIDENTIAL PERMIT PERMIT NUMBER >'�'illik RES20-0073 �y�'°., CITY OF ATLANTIC BEACH ISSUED: 6/30/2020 N/ 1 800 SEMINOLE ROAD EXPIRES: 12/27/2020 °ll9/ ATLANTIC BEACH. FL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 1939 FRANCIS AVE RESIDENTIAL NEW SINGLE NEW SINGLE FAMILY $256594.65 FAMILY RESIDENCE TYPE OF j REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 172102 0000 DONNERS S/D PT LOT 2 17- COMPANY: ADDRESS: CITY: STATE: ZIP: MATHIEU BUILDERS 38 W 9TH ST ATLANTIC BEACH FL 32233 OWNER: I ADDRESS: CITY: STATE: ZIP: AB VENTURE LLC 1738 SELVA MARINA DRIVE ATLANTIC BEACH FL 32233-4229 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 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. 2 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. Issued Date: 6/30/2020 1 of 3 r � ,% RESIDENTIAL PERMIT PERMIT NUMBER.. ' �� RES20-0073 1::: CITY OF ATLANTIC BEACH " � 800 SEMINOLE ROAD ISSUED: 6/30/2020�______ ATLANTIC BEACH. FL 32233 EXPIRES: 12/27/2020 3 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. 4 PUBLIC UTILITIES ADDITIONAL COMMENTS PUBLIC UTILITIES INFORMATIONAL I Notes: All water&sewer utility connections must be inspected prior to cover up. Please call the inspection line at 247-5814 to schedule inspections 24 hours in advance. Failure to do so will result in future failed inspections and additional fees. 5 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the City right-of-way. 6PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL i 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. 7 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 8 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required,a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 9 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list. Approved list can be obtained at the Building Department at City Hall. Roll off container cannot be placed on City right-of-way. 10 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 11 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 12 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. Issued Date: 6/30/2020 2 of 3 =.... ., RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACHRES20-0073 ISSUED: 6/30/2020 800 SEMINOLE ROADATLANTIC BEACH. FL 32233 EXPIRES: 12/27/2020 13 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O. Inspection. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $951.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $475.50 CROSS CONNECTION 400-0000-343-3701 0.75 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 SEWER SYSTEM DEVELOPMENT CHARGE 416-0000-324-0301 0.75 $4050.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $21.40 STATE DCA SURCHARGE 455-0000-208-0600 0 $14.27 WATER METER AND TAP 400-0000-343-3302 0 $800.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL:$7,777.17 Issued Date: 6/30/2020 3 of 3 is r1'ri `lrlV, Cash Register Receipt Receipt Number '1 City of Atlantic Beach R12221 fi•f-JR 9/ DESCRIPTION I ACCOUNT I QTY I PAID PermitTRAK $7,777.17 I RES20-0073 Address: 1939 FRANCIS AVE APN: 172102 0000 $7,777.17 I BUILDING $951.00 BUILDING PERMIT 455-0000-322-1000 0 $951.00 BUILDING PLAN REVIEW $475.50 BUILDING PLAN CHECK I 455-0000-322-1001 0 $475.50 I PUBLIC UTILITIES $6,040.00 SEWER SYSTEM DEVELOPMENT CHARGE 416-0000-324-0301 1 $4,050.00 WATER SYSTEM DEVELOPMENT IMPACT 415-0000-324-0301 1 $1,140.00 CHARGE WATER METER AND TAP 400-0000-343-3302 0 $800.00 CROSS CONNECTION 400-0000-343-3701 1 $50.00 PUBLIC UTILITIES PLAN REVIEW $50.00 PU REVIEW RESIDENTIAL BLDG I 001-0000-329-1007 0 $50.00 PUBLIC WORKS PLAN REVIEW $125.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE SURCHARGES $35.67 STATE DBPR SURCHARGE 455-0000-208-0700 0 $21.40 STATE DCA SURCHARGE 455-0000-208-0600 0 $14.27 ZONING PLAN REVIEW $100.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL FEES PAID BY RECEIPT: R12221 $7,777.17 Date Paid: Tuesday, June 30, 2020 • Paid By: MATHIEU BUILDERS Cashier: CT Pay Method: CHECK 7927 Op Printed:Tuesday,June 30, 2020 2:23 PM 1 of 1 Op City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road .1111i7:3 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 --77--�� E-mail: building-dept@coab.us Date routed: 1. 7• ZlJ City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM q 39 r Department review required Yes No Property Address: ��NC l S � r \ uildi V Applicant: -IA ( �f �N t2� �Pla Tree Administrator Project: Sl — trIA ublic Wo—'Trc� •ublic Utilitie� Public Safety Fire Services Review fee $ Dept Signature _ Review or Receipt Other Agency Review or Permit Required of 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: proved. I (Denied. ['Not applicable (Circle one.) Comments: UILDING PLANNING &ZONING i/'}7 3/015/)0 Reviewed by: /' � � � Date: TREE ADMIN. Second Review: A roved as revised. Deni d. ❑ pp ❑ ['Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 m Building Permit Application OFFICE COPY Updated 10/9/18 City of Atlantic Beach Building Department **ALL INFORMATION ' 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY _�' IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us Re- 00-7lob Address: 1939 Francis Street Permit Number: S 2C)` 3 Legal Description 19-16 17-2S-29E Donners S/D Pt Lot 2 .226 Pt Lot 1 Recd 0/R 10861-538 RE# 172102-0000 Valuation of Work(Replacement Cost)$ 180,000 Heated/Cooled SF 1881 Non-Heated/Cooled 894 • Class of Work: IA New Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial ®Residential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No • Will tree(s)be removed in association with proposed project? ®Yes(must submit separate Tree Removal Permit) ❑No Describe in detail the type of work to be performed: Construct new single family residence I Florida Product Approval# for multiple products use product approval form Property Owner Information Name AFAB Ventures Address 1 E/1)4. G/i✓t ,a 4 • City /q /�/ .sl ,c: lu iZ State F( Zip Phone (460h/ - 7l( ` 3 717- E-Mail x-16 r 51`l4O . no/,c GYV Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Company Mathieu Builders Inc Qualifying Agent Dustin Brown Address 38 W 9th Street City Atlantic Beach State FL Zip 32233 Office Phone 904-813-3661 Job Site Contact Number State Certification/Registration# cbc1257586 E-Mail dustin@mathieubuilders.com Architect Name&Phone# Harelston Parkes RA 904-962-6368 Engineer's Name&Phone# Workers Compensation Insurer OR Exempt t!li Expiration Date 02/22 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 w rdE e with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE 0 I, dIOR/IENCEN MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOU ROPERTY. IF YO INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A ORNEY BEFORE REC RD�I'�NG'YOUR NOTICE,O, F/COMMENCEMENT. � JLIA 6 rt/1 LE). ri .4. -4--L'\ zj-�—z ,,4‘---...=.- (Signatur• •f Owner or Agent) (Signature of Contractor) IP-d and s orn to(or a d)b- . : me this `/�ay o Signed and sworn to(or . ed)bd. : me this O1 day of I.A. OZ .' ''e1/. in. 2 t3-F s 'c-k , 1,1,1- AC.o •. � to ,3 r. MOW .n a trtr.\�� = :AYPp'' TONI GINDLESPERGER �[—j 'ersonally Known;i#i; :;.i. MY COMMISSION#GG 353178 Personally Known OR Y•;: • TONI GINDLESPERGER [ ]Produced Identifi k: i " . ''' EXPIRES:October6,2023 [ ]Produced Identification . t :x; MY COMMISSION#GG 353178 Type of Identificatio •} BondedThruNotaryPublicUnderwriters a � Type of Identification: '.•n�.:Zv .• : ••...- . ! _ --' '•-.r.Y?•' Bonded Thru Notary Public Unden►titers t City of Atlantic Beach APPLICATION NUMBER tjildk, Building Department (To be assigned by the Building Department.) 7) 800 Seminole Road Atlantic Beach, Florida 32233-5445 REsz 7 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: 4 Z zD City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: `"i 39 rQickiVC(S 7 Department review required Yes No ildigg� Applicant: V GrL) St-(> Planning &Zoning Tree Aamirnst7afor. Project: S fir& ,V �ubhic VVo`rTcs> ublic Utilitfe' > Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: proved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: —./ Date: 3-1 8-1-Lc TREE ADMIN. Second Review: DApproved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. I 'Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 „, ,,-,7',.-.„j`' City of Atlantic BeachB �"''' APPLICATION NUMBER :' ti Building Department `�' I V (To be assigned by the Building Department) 800 Seminole Road i7 _ - wj Atlantic Beach, Florida 32233-5445 MAR 1 �1� _ "-1 - , 1-L.) Phone(904)247-5826 . Fax(904)247-5 _____) i._),1-) E-mail. building-dept@coab.usBY.•__ Date routed' t, Z 0 City web-site: http.//www.coab us APPLICATION REVIEW AND TRACKING FORM Property Address: I .3.1 (- cpq - Q l s S7 Department review required Yes No wilding._-- Applicant: t; 1 V E,&i i—o(c)_ _ ,Planning & Zoning , Tree Administrator f . Project: `�t /1 1( C r—p cr' t L`J” kkr-A ir- (7Fublic Works - ( Public Utilities_: Public Safety Fire Services Review fee $ Dept Signature F Review or Receipt 1 Other Agency Review or Permit Required of 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 I Division of Alcoholic Beverages and Tobacco - Other: APPLICATION STATUS Reviewing Department First Review: Approved. [Denied. Not applicable (Circle one.) Comments: BUILDING Plus -bo la✓9Q-it LaSW-i�eke, l PLANNING &ZONING /� w Reviewed by<✓� ,� � � se,.. `i Date: f l TREE ADMIN. > Second Review: Approved as revised I (Denied. I Not applicable PUBLIC WORKS Comments: I I PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: 14:23-20 FIRE SERVICES Third Review: Approved as revised. Denied. Not applicable Comments: i r- Reviewed bK t(ei'„ Date: 2zeria,..L., Revised 05/19/2017 PUBLIC WORKS { PPROVED { } DENIED { } NOT APPLICABLE TO DEPT APPROVED +- 5rnE0�5 .11.. __ . - ® --,..,.,.- , ,,,, a. RESIDENCE - _ 1939 FRANCIS STREET ATLANTIC BEACH,FLORIDA V,,S Z02 iM ■U . i g 13=.:::12:1i- 1 R ii w iJ.lIIL :T' II ibmninuos, .1.1"1 1 i rim e1, IIMIMIRKI 111111.1.11 v ji WIND LOADS \ SJ 1 iri...._ 1..,_.... :ti 444.4.am., . i1i ____— 4---+isrw�arrs� ..3-::.—.. J..' - .._i. .. ---_--- 0.110MG CODE°..,,EM Iill _._._._. IMPERVIOUS SURFACE CALCULATIONS: __' *II "' '° nPE 6 GONSTRIOTIGN 5` i _ STAKED TURBIDITr BARRIER M'��oar �s~..• MOEx cc DRawMGr [=,1 � m.__.s _ T-1 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN i" City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES20-0073 ❑Revision to Issued Permit OR 17 Corrections to Comments Date:04/08/2020 Project Address: 1938 Francis St Contractor/Contact Name: Mathieu Builders/Dustin Brown Contact Phone: (904)813-3661 Email: dustin@mathieubuilders.com Description of Proposed Revision/Corrections: Detailed plans showing proposed water retention and plan of driveway in City right-of-way I Mathieu Builders/Dustin Brown affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ENo n Yes(additional s.f.to be added: • ill proposed revision/corrections add additional increase in building value to original submittal? IINo n*Yes(additional increase in building value:$ )(Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) 2Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due $ Revision/Plan Review Comments Department Review Required: - Building 4 /iogar� ! / . Planning&Zoning Reviewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services Updated 10/17/18 I LAPJ• City of Atlantic Beach "— --,. APPLICATION NUMBER Building Department " �/ (To be assigned by the Building Department.) 800 Seminole Road •-•• Beach, Florida 32233-5445 MAR 1 1 2020 REsz A - OC-57 3 Phone(904)247-5826 • Fax(904)247-5 Js3 E-mail: building-dept@coab.us Br. Date routed: 7--�� City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: q39 S7 Department review required Yes No ` uildi � Applicant: f\ /V 1-0 -,Planning &Zoning, Tree A mirnstrato Project: S t p:-f\IVV Ly �� ubl c VVo s ublic Utilities > Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. [Denied. ❑Not applicable (Circle one.) Comments: BUILDING Plans -bo tcW Q 'ID Layur-tikiQ- PLANNING &ZONING � Reviewed by:J/,(41,Will gDate:. . 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 PUBLIC WORKS PLAN REVIEW COMMENTS ,c. Date: '—//.�2 (7 Application#: AT." , --- 60"/1 Project Address: it r 414f 9C/J J"-"ee 71--- CORRECTION CORRECTION ITEMS Check Box to Select CSMP Provide construction site management plan including location of silt fence, dumpster, portable toilet. ❑ Right-of-Way Permit is required if using right-of-way for construction parking. DPLN Provide drainage plans showing site topography(flow arrows, etc.). 0 ESCP Provide erosion and sediment control plans with installation details. 0 IMPS Provide impervious surface calculations for entire lot(existing and post construction). 0 Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off LDCS if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention 0 required per Section 24-66(b). REPM A Revocable Encroachment Agreement must be submitted. 0 RMRO All runoff must remain on-site. Cannot raise lot elevation. 0 RWPM A Right-of-Way Permit must be obtained. 0 TSUR Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land ❑ Surveyor, showing 1'contours. CUT Provide manufacturer cut sheets for 50%credit on Turf Block pavers. 0 DW Maximum driveway width within the City right-of-way is 20' (circular driveway width is 12' maximum). 0 PAV Provide paver installation method (must meet I.C.P.I.). 0 WRA Provide a detailed plan of water retention area and how water runoff gets to water retention ❑ areas and then to street. WR Provide detailed plans showing proposed water retention. / 07 � `/ IJ , JfC��} r - � I . I - I1 e `BGG e / SID Concrete sidewalk must continue through driveway. 0 45 Documentation shows impervious areas are over the 45%allowed by City code. 0 iigei it `el �, 4A:0-0.149(.7Ott /' ak), 6� Revised 2/26/19 PUBLIC WORKS PLAN REVIEW COMMENTS (Revised 3/6/20) Date: 3-jl- Z Application#: iff S p2d — DO 73 Project Address: /1_5 9 fikna_s c7CI, CONDITIONS OF APPROVAL TO PRINT ON PERMIT Check Box to Select All concrete driveway aprons must be 5"thick,4000 psi,with fibermesh from edge of pavement Driveway to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Apron (Commercial driveways-6"thick). Erosion Full erosion control measures must be installed and approved prior to beginning any earth Control disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment Control Inspection prior to start of construction. Onsite All runoff must remain on-site during construction. Runoff Post Const. If on-site storage is required, a post construction topographic survey documenting proper TOPO construction will be required. All water runoff must go to retention area and retention overflow Survey must run to street. Pool Pool–Wellpoint(if used) must discharge into vegetated area 10' minimum from street or drainage ❑ Wellpoint feature (swale, structure or lagoon). Roll off Roll off container company must be on City approved list. List can be obtained at the Building Container Department at City Hall. Roll off container cannot be placed on City right-of-way. ROW Restoration Full right-of-way restoration, including sod, is required. yy!! Utility Any utility cuts in the road must be repaired using CO1 Standard Detail Case X and must be overlaid ❑ Road Cut 10' in each direction from the center of the cut. Repair must be shown on the plans. Construction Provide construction site management plan, including location of silt fence, dumpster, portable ❑ Site Mgmt. toilet. Right-of-Way Permit is required if using right-of-way for construction parking. Runoff All runoff must remain on-site. Cannot raise lot elevation. Document Strongly suggest thorough documentation of impervious areas be recorded. 0 Impervious Slab Slab and driveway to be fully removed. 0 Driveway Maximum Maximum driveway width within the City right-of-way is 20'. Driveway Circular Maximum circular driveway width within the City right-of-way is 12'. 0 Driveway Grass Full site to be grassed. 0 TOPO Must provide a topographic (TOPO)survey with water retention for final CO Inspection. fid' Survey Revision Any plan change must be submitted as a Revision to the Building Department. 0 Fencing All old fencing and debris must be removed from job site by Contractor. 0 Removed Decking All old decking and debris must be removed from job site by Contractor. 0 Removed Infra- Any damage done to infrastructure must be repaired by Contractor. 0 structure As-Built Contractor must submit As-Built plans to City within 30 days after completion of project. 0 l‘irli Nfi717) mz 6GL' r )6t° � S 2 i X ' Pa7# a�2.0 � o� x p 'yri °sr 3f/1 A1 r � Gpir = 9�r, x `�r / _ �a� 4,f = z x�6� "0� . ' .1 0,t i-2 7 s I eprtli I// c IT = rx hi IS il Jrig 121tYPV / Zi J2"9 241 kf20 r))- Jai/ 15 %er ;41if //� XJ' Y// ,rix 9/ ?my/ qraDl = 9,..07G1 X07 gip * Comp. By: A ; , Date: 3/19/2020 -r ler a Public Works Department City of Atlantic Beach Permit No: RES 20-0073 Address: 1939 Francis Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored (cubic feet) C= Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 9,856 ft2 Impervious Area(A) = 3,118 ft2 = 31.6% V= 0.92 x 3,118.0 x 9.3 / 12 V= 2,223 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 2 :1 (ft) (ft) (ft3) 0.0 869 BOTTOM size: 48.8 X 17.8 1.3 1,242 1'372 TOB size: 54 X 23 Area 2-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*dlpf Total Storage Area at TOB(A)= 1242.0 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 993.6 ft3 Required Treatment Volume= 2,223 ft3 Supplied Treatment Volume= 2,366 ft3 Retention W.R.Copy for Sending-Revised 04-16-19-Copy 3/19/2020 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) • 800 Seminole Road Nj Atlantic Beach, Florida 32233-5445 �� kiir Phone(904)247-5826 • Fax(904)247-5845 -T 0)°, E-mail: building-dept@coab.us Date routed: 70 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: '"(3c 2t!1-/VC,l S `7 Department review required Yes No � Building_.._% Applicant: e_e -_Planning &Zonin'gT, Tree A3minittfato Project: S l _ -- : &I �V ` public W6 s ublic Utilities Public Safety Fire Services Review fee $ 50d° Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: - APPLI TION STATUS Reviewing Department First Review: TApproved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: — �� e: 3- /3 - TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: I 'Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: 3/3 -26 Application #: �ES ZCO - 0073 Project Address: /93? f-I i/C/S STELE I Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Comment Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed, call 247-5878. Meter Boxes Ensure all meter boxes, sewer cleanouts and valve covers are set to grade �/� Sewer and visible. Cleanout A sewer cleanout must be installed at the property line. Cleanout must be L9' RT1 Sewer covered with an RT1 concrete box with metal lid. Cleanout to be set to grade Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ Backflow be provided or if there is a private well on the property. Backflow preventer ❑ ❑ must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler If fire sprinkler system is provided, call 247-5878 for backflow requirements. Backflow 0 0 At a minimum,will require a double check backflow preventer. Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2" must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect & Cap Disconnect and cap water and sewer lines. ❑ 0 Inspection MUST call the Inspection Line at 247-5814 to request an inspection of the Prior disconnected and capped water and sewer lines PRIOR to demolition. ❑ ❑ Utility All water& sewer utility connections must be inspected prior to cover up. Inspections Please call the inspection line at 247-5814 to schedule inspections 24 hours in 127 advance. System All fees must be paid for water& sewer connections before meters will be set. Development Please call the finance department customer service line 247-5816 to 0 0 Fees coordinate payment of fees. 0 0 4`' City of Atlantic Beach \tit PUBLIC UTILITIES DEPARTMENT :- ) 902 Assisi Lane i Jacksonville, FL 32233 T %% (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date 3-13—7.-CD Service Address i73, FZ.9NC/5 ST- Number of Units / Commercial Residential �" Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer 1 Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application It O S ZD -- 0073 Water System Development Charge $ I , 14 u . vv Sewer System Development Charge $ Y, 0 SG, 60 Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ ROC),OU Sewer Tap $ Cross Connection $ 56, a) Other $ TOTAL $ Or Q yQ• (X (Notes) APPROVED : — £ __ i__-1-____ Date 3—/S.— `Z.<) u✓P blit Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): /gai Non-Habitable Space (ft2): LAND INFORMATION: Zoning District: gz_ Flood Zone: x Minimum FFE: �y BUILDING INFORMATION: Construction Type: ILI (3 Occupancy Group: S1f)S/-� A yr" , 4y Po ,4 Number of stories: / Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: 71-a/,e G -r-‘ Pia r i a FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 1939 FRANCIS STREET Builder Name: Marco Heating&Air Inc Street: 1939 FRANCIS STREET Permit Office: DUVAL CNTY City,State,Zip: ATLANTIC BEACH,FL,32233 Permit Number: Owner: MATHIEU BUILDERS Jurisdiction: 261300 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1872.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame Wood,Exterior R=13.0 1557.00 ft2 b.Frame=Wood,Adjacent R=13.0 315.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types (1881.0 sqft.) ,nsulation Area 5. Is this a worst case? No / a.Cathedral/Single Assembly(Vented) R=19.0 931.00 ft2 6. Conditioned floor area above grade(ft2) 1881 v b.Under Attic(Vented)V. R=30.0 879.00 ft2 Conditioned floor area below grade(ft2) 0 c.other(see details) R= 71.00 ft2 11.Ducts R ft2 7. Windows(242.3 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:Garage 6 376 a. U-Factor: Dbl,U=0.32 194.25 ft2 SHGC: SHGC=0.29 4./ b. U-Factor: Dbl,U=0.62 48.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 36.0 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.282 14.Hot water systems a. Electric Cap:55 gallons 8. Floor Types (1881.0 sqft.) Insulation Area EF:0.999 a.Slab-On-Grade Edge Insulation R=0.0 1881.00 ft2 b. Conservation features b.N/A R= ft2 None c. N/A R= ft2 15.Credits CF, Pstat Total Proposed Modified Loads: 50.94 PASS Glass/Floor Area: 0.129 Total Baseline Loads: 51.04 I hereby certify that the plans and specifications covered by Review of the plans and .,'`."IfiE Sr '**,4..,�, this calculation are in compliance with the Florida Energy specifications covered by this ' V , 0,�, Code. calculation indicates compliance 11..C°4711.4 144ts f'', ;; �*` with the Florida Energy Code. ti `Js,,, ., n O PREPAR p Y: Before construction is completed = DATE: /w�20 this building will be inspected for ' , ;al.: compliance with Section 553.908 ; ,'4,,a�* �* I herebycertifythat this building, as designed, is in compliance Florida Statutes. ��' with the Florida Energy Code g p COQ WE�¢g i OWNER/AGENT: ----�%-�-- ��-- BUILDING OFFICIAL: •• ` (‘ DATE: 3//e/yo DATE: /3A9 5p-o - 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). 3/9/2020 1:56 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 1939 FRANCIS STREET Builder Name: Marco Heating&Air Inc Street: 1939 FRANCIS STREET Permit Office: DUVAL CNTY City,State,Zip: ATLANTIC BEACH,FL,32233 Permit Number: Owner: MATHIEU BUILDERS Jurisdiction: 261300 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1872.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1557.00 ft' b. Frame-Wood,Adjacent R=13.0 315.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types (1881.0 sqft.) Insulation Area 5. Is this a worst case? No a.Cathedral/Single Assembly(Vented) R=19.0 931.00 ft' 6. Conditioned floor area above grade(ft') 1881 b.Under Attic(Vented) R=30.0 879.00 ft' Conditioned floor area below grade(ft2) 0 c.other(see details) R= 71.00 ft2 11.Ducts R ft2 7. Windows(242.3 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Garage 6 376 a. U-Factor: Dbl,U=0.32 194.25 ft' SHGC: SHGC=0.29 b. U-Factor: Dbl,U=0.62 48.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 36.0 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 36.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.282 14.Hot water systems a. Electric Cap:55 gallons 8. Floor Types (1881.0 sqft.) Insulation Area EF:0.999 a.Slab-On-Grade Edge Insulation R=0.0 1881.00 ft2 b. Conservation features b. N/A R= ft' None c. N/A R= ft2 15.Credits CF, Pstat Glass/Floor Area: 0.129 Total Proposed Modified Loads: 50.94 PASS Total Baseline Loads: 51.04 I hereby certify that the plans and specifications covered by Review of the plans and .`.-pFIHE Sti ',..••. this calculation are in compliance with the Florida Energy specifications covered by this ;' v..r .�, .., �, - Code. calculation indicates compliance i vi•4«,, '' s.s`..++ with the Florida Energy Code. ti,-,,„.'••.. .'., ��,;.�0 PREPAR Y: Before construction is completed e 1 -==- 'a DATE: -1/ /Z0 this building will be inspected for ;0_: ; y e compliance with Section 553.908 ':• * • ,K� • * ;7 I hereby certify that this building, as designed, is in compliance Florida Statutes. '•-..ti;,- = �•;:• with the Florida Energy Cod `' CO-• D wE' ?. OWNER/AGENT: -'r �-, _ BUILDING OFFICIAL. / n)- DATE: 3/f`/ Zo - DATE: _ / tefd‹) - 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). 3/9/2020 1:56 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: 1939 FRANCIS STREET Bedrooms. 3 Address Type: Street Address Building Type: User Conditioned Area: 1881 Lot# Owner Name: MATHIEU BUILDERS Total Stories: 1 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Marco Heating&Air Inc Rotate Angle: 90 Street: 1939 FRANCIS STREE Permit Office: DUVAL CNTY Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City,State,Zip: ATLANTIC BEACH , Family Type: Single-family FL, 32233 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 Entire House 1881 16929 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 MASTER 256 2304 No 2 1 1 Yes Yes Yes 2 MAIN 675 6075 Yes 0 1 Yes Yes Yes 3 LAUNDRY 144 1296 No 0 1 Yes Yes Yes 4 BEDS&BATHS 806 7254 No 2 2 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio MASTER 41 ft 0 256 ft2 ____ 0.3 0.3 0.4 2 Slab-On-Grade Edge Insulatio MAIN 52 ft 0 675 ft2 ____ 0.3 0.3 0.4 3 Slab-On-Grade Edge Insulatio LAUNDRY 9 ft 0 144 ft2 ____ 1 0 0 4 Slab-On-Grade Edge Insulatio BEDS&BATHS 71 ft 0 806 ft2 ____ 0.3 0.3 0.4 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 2179 ft2 0 ft2 Medium N 0.9 No 0.9 No 0 30.3 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1881 ft2 N N 3/9/2020 1:56 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 V # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Cathedral/Single Assembly(Vented)MASTER 19 Blown 256 ft2 0.1 Wood 2 Cathedral/Single Assembly(Vented) MAIN 19 Blown 675 ft2 0.1 Wood 3 Under Attic(Vented) LAUNDRY 30 Blown 144 ft2 0.1 Wood 4 Under Attic(Vented) BEDS&BATHS 30 Blown 735 ft2 0.1 Wood 5 Under Attic(Vented) BEDS&BATHS 19 Blown 71 ft2 0.11 Wood WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V ft Ornt Tp Wall Type Space R-Value Ft In Ft in Area R-values Fraction Absnr AradP% 1 N=>E Exterior Frame-Wood MASTER 13 16 0 9 0 144.0 ft2 0 0.23 0.01 0 2 E=>S Exterior Frame-Wood MASTER 13 16 0 9 0 144.0 ft2 0 0.23 0.01 0 3 W=>N Exterior Frame-Wood MASTER 13 9 0 9 0 81.0 ft2 0 0.23 0.01 0 4 N=>E Exterior Frame-Wood MAIN 13 25 0 9 0 225.0 ft2 0 0.23 0.01 0 5 W=>N Exterior Frame-Wood MAIN 13 27 0 9 0 243.0 ft2 0 0.23 0.01 0 6 W=>N Exterior Frame-Wood LAUNDRY 13 9 0 9 0 81.0 ft2 0 0.23 0.01 0 7 S=>W Garage Frame-Wood LAUNDRY 13 18 0 9 0 162.0 ft2 0 0.23 0.01 0 8 E=>S Garage Frame-Wood LAUNDRY 13 3 0 9 0 27.0 ft2 0 0.23 0.01 0 9 E=>S Exterior Frame-Wood BEDS&BAT 13 44 0 9 0 396.0 ft2 0 0.23 0.01 0 10 S=>W Exterior Frame-Wood BEDS&BAT 13 21 0 9 0 189.0 ft2 0 0.23 0.01 0 11 W=>N Exterior Frame-Wood BEDS&BAT 13 6 0 9 0 54.0 ft2 0 0.23 0.01 0 12 W=>N Garage Frame-Wood BEDS&BAT 13 12 0 9 0 108.0 ft2 0 0.23 0.01 0 _13 S=>W Garage Frame-Wood BEDS&BAT 13 2 0 9 0 18.0 ft2 0 0.23 0.01 0 WINDOWS Orientation shown is the entered orientation(=>)changed to As Built(rotated 90 degrees). Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N=>E 1 Vinyl Low-E Double Yes 0.32 0.29 N 36.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 2 E=>S 2 Vinyl Low-E Double Yes 0.32 0.29 N 36.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 3 N=>E 4 Vinyl Low-E Double Yes 0.32 0.29 N 72.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 4 N=>E 4 Vinyl Low-E Double Yes 0.62 0.25 N 48.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 5 E=>S 9 Vinyl Low-E Double Yes 0.32 0.29 N 3.5 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 6 E=>S 9 Vinyl Low-E Double Yes 0.32 0.29 N 10.8 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 7 E=>S 9 Vinyl Low-E Double Yes 0.32 0.29 N 18.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 8 S=>W 10 Vinyl Low-E Double Yes 0.32 0.29 N 18.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 451.5 ft2 451.5 ft2 56 ft 9 ft 1 3/9/2020 1:56 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .0004 1975.1 108.43 203.91 .1579 7 HEATING SYSTEM V # System Type Subtype Speed Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split Singl HSPF:8.5 36 kBtu/hr 1 sys#1 COOLING SYSTEM V # System Type Subtype Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split Singl SEER: 15 36 kBtu/hr 1200 cfm 0.7 1 sys#1 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.999 55 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 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 6 376 ft2 Attic 94 ft2 Default Leakage Garage (Default) (Default) 1 1 TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb Mar Apr Ma X Jun X Jul X Au X Se Oct Nov Dec HeatinX)Jan X Feb X Mar ' Apr May Jun Jul Aug Sep Oct Xti Nov X Dec Venting , Jan Feb X Mar X Apr May Jun Jul Aug Sep Oct X Nov Dec 3/9/2020 1:56 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 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 ft2 0 ft 0.3 MAIN&MASTER Default(8 lbs/sq.ft. ft' ft 0.3 FAMILY Default(8 lbs/sq.ft. ft2 ft 0.3 BEDS&GAME 3/9/2020 1:56 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 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 Garage 3. No.of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 36.0 a)Split system SEER 15.0 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. 1881 d)Room unit/PTAC EER e)Other 7. Windows, type and area a) U-factor:(weighted average) 7a. 0.379 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.282 14. Heating system: Capacity 36.0 c)Area 7c. 242.3 a)Split system heat pump HSPF 8.5 b)Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-factor:(weighted average) 8a. NA d)Gas furnace, natural gas AFUE b)Solar Heat Gain Coefficient(SHGC) 8b. NA e)Gas furnace, LPG AFUE f)Other 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised (R-value) 9b. 15. Water heating system c)Concrete, raised (R-value) 9c. a) Electric resistance EF 1.00 b)Gas fired, natural gas EF 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. 13.0 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) 1061. 13.0 2. Masonry(Insulation R-value) 1062. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a)Ceiling fans Yes a) Under attic 11a. varies b)Cross ventilation No b)Single assembly 11 b. 19.0 c)Whole house fan No c)Knee walls/skylight walls 11c. 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. Builder Signature' /gm-,/� Date: 3 a/i.-o Address of New Home: 1939 FRANCIS STREET City/FL Zip: ATLANTIC BEACH, FL 32233 3/9/2020 1:56:38 PM EnergyGauge®USA 6.0.04(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 ADDRESS: Permit Number: ,FL, 32222 MANDATORY REQUIREMENTS See individual code sections for full details. V SECTION R401 GENERAL R401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) LLLLIVVVLJJJJ 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. ,.I' R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. �-; / E R402.4.1 Building thermal envelooise 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. t/, 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. ElElR402.4.1.2 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. ELJ 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. 2 R402.4.3 Fenestration air leakage Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per U square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/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. 12/18/2018 9:57 AM EnergyGauge®USA -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 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. 0 R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. mR403.1.3 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. ER403.3.2 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. rnR403.3.2.1 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. 1-Y R403.3.3 Duct testing(Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: L1� 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. ElR403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. I R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) 1-4(-I 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. R403.5.1.1 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 turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. I�f R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems L(U 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. 12/18/2018 9:57 AM EnergyGauge®USA -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'/: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). t 71 R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable LSU 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 turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s)of combustion types of service water-heating systems to be turned off. R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of LTJ 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. R403.5.6.2.1 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. LJ 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. [ 1 R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation LJ 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 IIJJ 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 MAXIMUM (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI: 1 cfm =28.3 L/min. a. When tested in accordance with HVI Standard 916 12/18/2018 9:57 AM EnergyGauge®USA -FBC 6th Edition(2017) Compliant Software Page 3 of 5 • MANDATORY REQUIREMENTS - (Continued) 2 R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less LJ 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. f71 R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section IIIJJJ 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. r/{ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design UU requirements calculated according to the procedure selected in Section R403.7.1. r-� j R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners LLJJ 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. I 1 R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, LLJJ 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). l;/� R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas L� 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. 12/18/2018 9:57 AM EnergyGauge®USA -FBC 6th Edition(2017) Compliant Software Page 4 of 5 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. EyR403.11 Portable spas(Mandator1)he energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory).Fuel gas lighting systems shall not have continuously burning pilot lights. 12/18/2018 9:57 AM EnergyGauge®USA -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: 1939 FRANCIS STREET Builder Name: Marco Heating&Air Inc Street: 1939 FRANCIS STREET Permit Office: DUVAL CNTY City,State,Zip: ATLANTIC BEACH , FL , 32233 Permit Number: Owner: MATHIEU BUILDERS Jurisdiction: 261300 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 anygaps in the air barrier shall be sealed. 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 corners 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 spaces. 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 extend behind piping and wiring. 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 sprinkler cover elates and walls or ceilings a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 3/9/2020 1:56 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: 261300 Permit#: Job Information Builder: Marco Heating &Air Inc Community: Lot: NA Address: 1939 FRANCIS STREET City: ATLANTIC BEACH State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method O PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2. 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 = 16929 = Method for calculating building volume: CFM(5O) Building Volume ACH(50) O Retrieved from architectural plans PASS •Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation 0 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),Florida Statues.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 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: 3/9/2020 1:56:52 PM EnergyGauge®USA 6.0.04(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 BuildingAnal sis Job: 4 wrightsoft y Date: JULY 1,2019 Entire House By: MARCO HEATING AND AIR Marco Heating & Air Inc Plan: CUSTOM 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 License:CAC1815711 Pro'ect Information For: MATHIEU BUILDERS ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Desi•n Conditions Location: Indoor: Heating Cooling St Augsutine AP, FL, US Indoor temperature (°F) 70 75 Elevation: 10 ft Design TD (°F) 33 15 Latitude: 30°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(grub) 6.8 61.4 Dry bulb(°F) 37 90 Infiltration: Daily range (°F) - 10 ( I ) Method Simplified Wet bulb(°F) - 78 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btu h/ft2 Btuh %of load Walls 3.0 4834 18.6 Glazing 12.5 3033 11.7 xis Doors 12.9 259 1.0 Ceilings 1.1 1986 7.6 Floors 3.6 6737 25.9 Infiltration 2.5 3891 15.0 °82i Ducts 5250 20.2 Irflltrficn Piping 0 0 _ Humidification 0 0 Ventilation 0 0 Ceilings Adjustments 0 Total 25989 100.0 Rcas Coolin• Component Btu h/ft2 Btuh %of load Walls 2.2 3598 13.5 VAI Iris GFirs Glazing 30.7 7427 27.9 Doors 12.3 247 0.9 Ceilings 1.8 3311 12.5 Floors 0 0 0 Infiltration 0.6 931 3.5 Ducts 7642 28.8 Gai arts Ventilation 0 0 Internal gains 3420 12.9 Blower 0 0 Adjustments 0 C>ts Irtfiltrdim Total 26575 100.0 C�lirgs Latent Cooling Load =7560 Btuh Overall U-value=0.091 Btuh/ft-°F Data entries checked. . 4 Wrightsaft" 2020-Mar-09 13:43:58 Right-Suite®Universal 2019 19.0.15 RSU17889 Page 1 ...UILDERS\1939 FRANCIS ST\1939 FRANCIS STREET.rup Calc=MJB Front Door faces: S Project Summa Job: if wrightsoft Date: JULY 1,sops Entire House By: MARCO HEATING AND AIR Marco Heating &Air Inc Plan: CUSTOM 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 License:CAC1815711 Pro-ect Information For: MATHIEU BUILDERS ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Notes: ORIENTATION--FRONT DOOR 1.5 TON 5KW Desi•n Information Weather: St Augsutine AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 37 °F Outside db 90 °F Inside db 70 °F Inside db 75 °F Design TD 33 °F Design TD 15 °F Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 20739 Btuh Structure 18933 Btuh Ducts 5250 Btuh Ducts 7642 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 25989 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 26575 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 5357 Btuh Ducts 2204 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(R2) 1881 1881 Equipment latent load 7560 Btuh Volume(ft') 16929 16929 Air changes/hour 0.38 0.20 Equipment Total Load (Sen+Lat) 34136 Btuh Equiv.AVF (cfm) 107 56 Req.total capacity at 0.70 SHR 3.2 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140361 K Cond GSZ140361 K AHRI ref 201664258 Coil ASPT47D14A AHRI ref 201664258 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 24360 Btuh Heating output 32600 Btuh @ 47°F Latent cooling 10440 Btuh Temperature rise 26 °F Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.045 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.78 Capacity balance point=32°F Backup: Input=6 kW, Output=22146 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriphtscaft 2020-Mar-09 13:43:58 Right-Suite®Universal 2019 19.0.15 RSU17889 Page 1 ACCk ...UILDERS\1939 FRANCIS ST\1939 FRANCIS STREET.rup Calc=MJ8 Front Door faces: S - - wrightsoft Right-J® Worksheet Job: Entire House Date: JULY 1,2019 By: MARCO HEATING AND AIR Marco Heating & Air Inc Pian: CUSTOM 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 License:CAC1815711 1 Room name Entire House MASTER 2 Exposed wall 173.0 ft 41.0 ft 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 16.0 x 16.0 ft 5 Room area 1881.0 ft' 256.0 ft' I I I I I I Ty Construction U-value Or HTM Area (ft') Load 1 Area (ft') Load number (Btuh/ft'-`F (Btuh/ft') 1 or perimeter (ft) 1 (Btuh) or perimeter (ft) 1 (Btuh) Heat I Cool 1 Gross 1 N/P/S Heat I Cool 1 Gross I N/P/S 1 Heat I Cool 6 V/ 12C-Osw 0.091 n 3.00 2.41 540 472 1417 1138 144 108 324 260 -0 4A5-2ov 0.320 n 10.56 9.74 4 0 37 34 0 0 0 0 . -0 4A5-2ov 0.320 n 10.56 9.74 11 0 114 105 0 0 0 0 -G 4A5-2ov 0.320 n 10.56 9.74 54 0 570 526 36 0 380 351 1112C-Osw 0.091 e 3.00 2.41 189 151 453 364 0 0 0 0 4A5-2ov 0.320 e 10.56 29.36 18 0 190 529 0 0 0 0 D 11D0 0.390 e 12.87 12.28 20 20 259 247 0 0 0 0 W 12C-Osw 0.091 s 3.00 2.41 459 459 1378 1107 81 81 243 195 VV 12C-Osw 0.091 w 3.00 2.41 369 213 640 514 144 108 324 260 -G 4A5-2ov 0.320 w 10.56 29.36 108 0 1140 3171 36 0 380 1057 -G 4A5-2ovd 0.620 w 20.46 29.96 48 0 982 1438 0 0 0 0 P 12C-Osw 0.091 - 3.00 1.51 315 315 946 476 0 0 0 0 C 16B-30ad 0.032 - 1.06 1.76 1881 1881 1986 3311 256 256 270 451 F 22A-tpm 1.180 - 38.94 0.00 1881 173 6737 0 256 41 1597 0 6 c)AED excursion 1624 346 Envelope loss/gain 16849 14582 3519 2921 12 a) Infiltration 3891 931 922 221 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 2 460 Appliances/other 2500 0 Subtotal(lines 6 to 13) 20739 18933 4441 3601 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 20739 18933 4441 3601 15 Duct loads 25% 40% 5250 7642 25% 40% 1124 1454 Total room load I 259891 265751 I 55651 5055 Air required(cfm) 1160 1160 l 248 221 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - IA,.'tgtrc.,ctatt 2020-Mar-09 13:43:58 Right-Suite®Universal 2019 19.0.15 RSU17889 Page 1 "'K'"`�` ._UILDERS\1939 FRANCIS ST\1939 FRANCIS STREET.rup Calc=MJ8 Front Door faces: S 4 wrightsoft Right-J® Worksheet Job: Entire House Date: JULY 1,2019 By: MARCO HEATING AND AIR Marco Heating & Air Inc Plan: CUSTOM 720 Mill Creek Rd,Jacksonville,FL 32211 Phone.904-743-3350 Fax.904-743-4427 License:CAC1815711 1 Room name MAIN LAUNDRY 2 Exposed wall 52.0 ft 9.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 25.0 x 27.0 ft 1.0 x 144.0 ft 5 Room area 675.0 ft' 144.0 ft' ' i i I I 1 i Ty Construction U-value Or 1 HTM Area (f t') Load 1 Area (ft') Load number (Btuh/ft'-°F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) 1 Heat 1 Cool Gross I N/P/S Heat ( Cool 1 Gross I N/P/S Heat I Cool 6 V/ 12C-Osw 0.091 n 3.00 2.41 0 0 0 0 0 0 0 0 -G 4A5-2ov 0.320 n 10.56 9.74 0 0 0 0 0 0 0 0 . -G 4A5-2ov 0.320 n 10.56 9.74 0 0 0 0 0 0 0 0 -C 4A5-2ov 0.320 n 10.56 9.74 0 0 0 0 0 0 0 0 11I 12C-Osw 0.091 e 3.00 2.41 0 0 0 0 0 0 0 0 4A5-2ov 0.320 e 10.56 29.36 0 0 0 0 0 0 0 0 D 1100 0.390 e 12.87 12.28 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 3.00 2.41 243 243 730 586 81 81 243 195 VJ 12C-Osw 0.091 w 3.00 2.41 225 105 315 253 0 0 0 0 -G 4A5-2ov 0.320 w 10.56 29.36 72 0 760 2114 0 0 0 0 -C 4A5-2ovd 0.620 w 20.46 29.96 48 0 982 1438 0 0 0 0 P 12C-Osw 0.091 - 3.00 1.51 0 0 0 0 189 189 568 286 C 16B-30ad 0.032 - 1.06 1.76 675 675 713 1188 144 144 152 253 F 22A-tpm 1.180 - 38.94 0.00 675 52 2025 0 144 9 350 0 6 c)AED excursion 1140 55251 6986 1313 708 Envelope loss/gain 12 a) Infiltration 1169 280 202 48 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/other 2000 500 Subtotal(lines 6 to 13) 6695 9266 1516 1256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 6695 9266 1516 1256 15 Duct loads 25% 40% 1695 3740 25% 40% 384 507 • Air requomdl(cdn) I 8374 1356813I I 1889 1763 77 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - wrtgt-stscott 2020-Mar-09 13:43:58 Right-Suite®Universal 2019 19.0.15 RSU1 7889 Page 2 .4".-.6.K. _UILDERS\1939 FRANCIS S-51939 FRANCIS STREET.rup Calc=MJ8 Front Door faces: S 9 4 wrightsoft Right-J® Worksheet Job: Entire House Date: JULY 1,2019 By: MARCO HEATING AND AIR Marco Heating &Air Inc Plan: CUSTOM 720 Mill Creek Rd.Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 License:CAC1815711 1 Room name BEDS&BATHS 2 Exposed wall 71.0 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 1 0 x 806.0 ft 5 Room area 806.0 ft' 1 i I i Ty Construction U-value Or HTM Area (ft') Load 1 Area Load number (Bt uh/fl'-°F (Bt uh/ft') 1 or perimeter (ft) (Btuh) or perimeter Heat 1 Cool 1 Gross I N/P/S Heat I Cool Gross 1 N/P/S Heat 1 Cool 6 W 12C-Osw 0.091 n 3.00 2.41 396 364 1092 877 -G 4A5-2ov 0.320 n 10.56 9.74 4 0 37 34 . -G 4A5-2ov 0.320 n 10.56 9.74 11 0 114 105 -G 4A5-2ov 0.320 n 10.56 9.74 18 0 190 175 11Vr12C-Osw 0.091 e 3.00 2.41 189 151 453 364 4A5-2ov 0.320 e 10.56 29.36 18 0 190 529 D 11D0 0.390 e 12.87 12.28 20 20 259 247 W 12C-Osw 0.091 s 3.00 2.41 54 54 162 130 VI 12C-Osw 0.091 w 3.00 2.41 0 0 0 0 -G 4A5-2ov 0.320 w 10.56 29.36 0 0 0 0 -G 4A5-2ovd 0.620 w 20.46 29.96 0 0 0 0 P 12C-Osw 0.091 - 3.00 1.51 126 126 378 190 C 16B-30ad 0.032 - 1.06 1.76 806 806 851 1419 F 22A-tpm 1.180 - 38.94 0.00 806 71 2765 0 6 I c)AED excursion I I -102 I` Envelope loss/gain 64911 3968 1 12 a) Infiltration 1597 382 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal(lines 6 to 13) 8088 4810 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8088 4810 15 Duct loads 25% 40% 2047 1942 Aotael quiired(cfm) I I I 10452 6295 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriplhit/ccsrt 2020-Mar-0913:43:58 Right-Suite®Universal 2019 19.0.15 RSU1 7889 Page 3 '�" ...UILDERS11939 FRANCIS ST\1939 FRANCIS STREET.rup Calc=MJ8 Front Door faces S - Manual S Compliance Report Job: wrightsoft Date: JULY 1,2019 Entire House By: MARCO HEATING AND AIR Plan: CUSTOM Marco Heating & Air Inc 720 Mill Creek Rd,Jacksonville,FL 32211 Phone.904-743-3350 Fax:904-743-4427 License:CAC1815711 Project Information For: MATHIEU BUILDERS ATLANTIC BEACH, FL 32233 Phone: 904-268-2845 Cooling Equipment Design Conditions Outdoor design DB: 90.0°F Sensible gain: 26575 Btuh Entering coil DB: 77.9°F Outdoor design WB: 78.0°F Latent gain: 7560 Btuh Entering coil WB: 64.1°F Indoor design DB: 75.0°F Total gain: 34136 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140361 K+ASPT47D14A Actual airflow: 1160 cfm Sensible capacity: 24360 Btuh 92%of load Latent capacity: 10440 Btuh 138%of load Total capacity: 34800 Btuh 102%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 37.0°F Heat loss: 25989 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: Goodman Mfg. Model: GSZ140361K+ASPT47D14A Actual airflow: 1160 cfm Output capacity: 32600 Btuh 125%of load Capacity balance: 32 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 6.5 kW 85%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. * wrightsoft- 2020-Mar-0913:43:58 ... Right-Suite®Universal 2019 19.0.15 RSU17889 Page dikokoN ...UILDERS\1939 FRANCIS ST\1939 FRANCIS STREET.rup Calc=MJ8 Front Door faces: S MATHIEU BUILDERS PLAN: CUSTOM ADDRESS: 1939 FRANCIS STREET GOODMAN 3.0 TON HEAT PUMP SYSTEM SEER: 15 HSPF: 8.5 DESIGN COOL BTUH: 36000 AVAILABLE STATIC PRESSURE: 1:1 TOTAL CFM: 1535 TOTAL EFFECTIVE LENGTH: 156 PERFORMANCE METHOD: DUCT MATERIAL: R6 VINYL FLEX SUPPLY BRANCH DETAIL TABLE ROOM NAME COOLING CFM BRANCH SIZE LINEAR FT DUCT MATERIAL POWDER 35CFM 4" 12' VINYL FLEX DINING 165 CFM 7" 12' VINYL FLEX FAMILY ROOM (2) 200 CFM (2) 8" 24' VINYL FLEX KITCHEN 165 CFM 7" 12' VINYL FLEX BATH 2 35 CFM 4" 30' VINYL FLEX LAUNDRY 35 CFM 4" 15' VINYL FLEX BR 2 165 CFM 7" 16' VINYL FLEX BR3 165 CFM 7" 36' VINYL FLEX MBR (2) 100 CFM (2) 6" 39' VINYL FLEX MBA 100 CFM 6" 24' VINYL FLEX MBR WIC 35 CFM 4" 12' VINYL FLEX MBA TOILET 35 CFM 4" 24' VINYL FLEX TOTALS 1535 CFM 156 LN (FT) SUPPLY TRUNK DETAIL TABLE LOCATION DESIGN BTUH TRUNK SIZE DUCT MATERIAL FROM UNIT TO 1ST DISTR BOX 12202 10' VINYL FLEX FROM UNIT TO 1ST DISTR BOX 21054 14" VINYL FLEX 1 • ec a 3:7~v j 1Q2b( ,._ 1 SHIM IRNRr 1 / 4 40 1 / ii/ i I // , / /II 1 I // / / 0!! / {. // / / r !OILY! ; \ / \ , . 5 : : - I .PI , i � iI, -ATTIC-1 4 , r AI!e MOM-J L/ 1 1 ill II i X . , 11K I:... Il..) I : r, , II r • i ,• 1v,441157'CT°1'41 J.' 1 + -41 I -- mIqz • 1-4-1.411 ski--1 '' lit I t \Lab won j ' .. --1-1=-1.0W411 L'‘, 3 . II 11111011111111. lOr-.Ogg J gli 1 I I I iiia, a ri 1T .. I�;' k I I•• IA 0 ` y 1 6'-10' l_ orii ! _ `II I . . s �., ir._' Raucr%IRlc I \\ , ii 1 , __...=mommi.... . xw DN 91 i _ 7. • .. dt4OQIR � i T- PR WM OM ` il -- ® ' L ® 0 • LL'if !'.fit` II'if I.4 f OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 1939 Francis Ave Permit#: E dZ d — 00-73 *Owner/Project Name: AFAB Ventures/1939 Francis Ave As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1.Swinging Masonite Fiberglass 22363.1 2. Sliding MI Series 420 15332.2 3. Sectional 4. Garage Roll-Up CHI Overhead Door 5250 15012.15 5.Automatic 6. Other B.WINDOWS 1. Single hung MI 3540 17676.1 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed MI 3540 18644.1 6.Awning 7. Pass-through 8. Projected 9. Mullion 10.Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C..PANEL WALL 1.Siding James Nardi Panel/Lap/Shake 13192.2,13223.2,13192.3 2.Soffits 3. EIFS 4. Storefronts 5.Curtain walls 6.Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10. Synthetic stucco 11. Other D. ROOFING PRODUCTS 1.Asphalt shingles Atlas Pinnacle Pristine 16305-R4 2. Underlayments Barricade Select 20392.1 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing 8. Roofing tiles 9. Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16.Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. *Contractor Name (Print Name):Dustin Brown *Contractor Signature: *Company Name: Mathieu Builders Inc *Mailing Address: 38 W 9th Street *City: Atlantic Beach *State: FL *Zip Code: 32233 *Telephone Number: (904) 813-3661 *E-mail Address: Bustin@mathieubuilders.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1.Wood See Structural Plans connector/anchor 2.Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11. Wall 12.Sheds 13. Other G.SKYLIGHTS 1.Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 ES ICC-ES Evaluation Report OFFICE COPYESR-2290 Reissued March 2018 Revised December 2019 This report is subject to renewal March 2020. www.icc-es.org I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND 2012, 2009 and 2006 IBC Sections 1404.10] and IRC COMPOSITES Section R703.10. The products may be used on exterior Section:06 16 00—Sheathing walls required to be of Type I, II, Ill or IV construction (IBC). DIVISION: 07 00 00—THERMAL AND MOISTURE 3.0 DESCRIPTION PROTECTION 3.1 General: Section:07 46 46—Fiber-Cement Siding The exterior sidings are single-faced, cellulose REPORT HOLDER: fiber– reinforced cement(fiber-cement) products. Exterior sidings are identified as HardieShingleTM (New HardieShingle ) JAMES HARDIE BUILDING PRODUCTS,INC. panels, HardiePlanktm (Cemplank®, PrevailTM, and RFC®) lap siding, Artisan® M Lap Siding, and HardieShingle (New EVALUATION SUBJECT: HardieShingle®)individual shingles. The products comply with ASTM C1186,as Grade II,Type HARDIESHINGLETM (NEW HARDIESHINGLE®)PANELS, A; have a flame-spread index of 0 and a smoke-developed HARDIEPLANKTM LAP SIDING,ARTISAN®LAP SIDING, index of 5 when tested in accordance with ASTM E84; and AND HARDIESHINGLETM (NEW HARDIESHINGLE®) are classified as noncombustible when tested in accordance INDIVIDUAL SHINGLES with ASTM E136.Thermal conductance (K)and resistance (R)values for the products are as shown in Table 2 of this 1.0 EVALUATION SCOPE report, based on testing in accordance with ASTM C177. 1.1 Compliance with the following codes: The attributes of the fiber-cement sidings have been • 2018, 2015, 2012, 2009 and 2006 International Building verified as conforming to the provisions of(i) ICC 700-2012 Code®(IBC) Sections 602.1.6 and 11.602.1.6 for termite-resistant materials; and (ii) ICC 700-2008 Section 602.8 for termite- • 2018, 2015, 2012, 2009 and 2006 International resistant materials. Note that decisions on compliance for Residential Code®(IRC) those areas rest with the user of this report. The user is • 2013 Abu Dhabi International Building Code(ADIBC)t advised of the project-specific provisions that may be contingent upon meeting specific conditions, and the The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced verification of those conditions is outside the scope of this in this report are the same sections in the ADIBC. report. These codes or standards often provide Properties evaluated: supplemental information as guidance. • Weather protection 3.2 Siding: • Structural HardieShingle TM (New HardieShingle®) panels, HardiePlankTM (Cemplank®, Prevailim and RFC®) lap • Types I, II, Ill,and IV(noncombustible)construction siding, Artisan® Lap Siding, and HardieShingleT"" (New • Fire-resistance-rated construction HardieShingle®) individual shingles are supplied either unprimed or primed for subsequent application of a • Thermal resistance compatible primer and/or exterior-grade top coat. Nominal 1.2 Evaluation to the following green standards: product dimensions are noted in Table 1. 2015, 2012 and 2008 ICC 700 National Green Building The products are available in a variety of finish textures. Standard"' (ICC 700-2012 and ICC 700-2008) HardieShingle TM panels are offered in three configurations: half-round, staggered-edge, and square-edge. New Attributes verified: HardieShingle® individual shingles are offered in two See Section 3.1 configurations:staggered-edge and square-edge. 2.0 USES 3.3 Fasteners: James Hardie fiber-cement panels, plank lap siding, and Fastener type, size, spacing and installation method must cladding shingles are used as exterior wall covering. The be as shown in the tables of this report. Fasteners must be products comply with 2018 IBC Section 1403.10 [2015, made from corrosion-resistant steel. ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as awii to any finding or other matter in this report,or as to any product covered by the report. - - Copyright©2019 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 31 • ESR-2290 I Most Widely Accepted and Trusted Page 2 of 31 4.0 DESIGN AND INSTALLATION caulking application instructions; or (b) covered with an 4.1 Design: H-section joint cover; or (c) located over a strip of non-perforated flashing complying with ASTM D226,Type I Walls: The maximum basic wind speeds for positive or felt, or other approved flashing. Trim and corners must be negative transverse load resistance of HardieShingleT"" installed,and the siding must be finished in accordance with (New HardieShingle®) panels, HardiePlankTM (Cemplank®, the manufacturer's application instructions. A '/e-inch PrevailT"', and RFC®) lap siding, Artisan® Lap Siding, and (3.2 mm)gap must be left at locations where the siding butts HardieShingleTM (New HardieShingle®) individual shingles against door and window trim and at internal or external are presented in Tables 3 through 13. corners; such gaps must be flashed in accordance with the 4.2 Installation: applicable code, then caulked. Horizontal joints must be flashed with Z-flashing and occur over solid blocking or 4.2.1 General: Installation must comply with this report, wood structural panel sheathing. and a copy of this report must be available at all times on the jobsite during installation. All products may be cut to 4.2.4 Artisan Lap Siding: When installation is on wood shape on-site by the score-and-snap method using a score or metal framing members, with or without wood structural and-snap knife, a hand guillotine or a handsaw utilizing a panel sheathing,the lap siding must be fastened through the carbide blade. A clear distance of 6 inches(152 mm) must top edge of single planks (blind nailed) in accordance with be maintained between the siding and the earth. Unless the provisions of Table 4 of this report. A water-resistive otherwise noted in this report,the products must be installed barrier must be applied over wood or metal framing or wood in accordance with 2018 IBC Section 1404.16; 2015,2012, structural panel sheathing in accordance with the applicable and 2009 IBC Section 1405.16;2006 IBC Sections 1405.15, code. Lap siding installed over walls constructed of 1405.16,and 1405.17;2018 and 2015 IRC Section R703.10 concrete masonry units complying with ASTM C90 must be and Table R703.3; 2012, 2009, and 2006 IRC Section applied in accordance with Tables 5 through 10. The lap R703.10 and Table R703.4,as applicable. siding requires the use of a starter strip to set the first course on the proper angle and to create a drip edge. 4.2.2 HardieShingleTM (New HardieShingle®) Panels: Vertical joints must be made off-stud by means of the When installation is on wood or metal framing members, with or without wood structural panel sheathing, a water- tongue and groove joint. Tongue and groove joints may be resistive barrier must be applied over the wood or metal located centrally between studs but no closer than 4 inches framing members or wood structural panel sheathing in (102 mm)from the edge of a stud. Nails must not be placed accordance with the applicable code. The panels must be within 2 inches(51 mm)of the tongue and groove at the end fastened in accordance with the provisions of Table 4 of this of the planks. Vertical joints must be staggered on report. subsequent courses. The plank must then be fastened to the framing with corrosion-resistant fasteners. A1/8-inch(3.2 mm)gap must be left at locations where the Vertical joints between planks must be lightly butted and siding butts against door and window trim and at internal or must be located over a strip of non-perforated flashing external corners;such gaps must be flashed in accordance complying with ASTM D226, Type I felt, or other approved with the applicable code, then caulked. Vertical joints must flashing. Trim and corners must be installed,and the siding occur over framing members and must be sealed with must be finished in accordance with the manufacturer's caulking or covered with battens. Horizontal joints must be application instructions. A 1/einch(3.2 mm)gap must be left flashed with metal Z-flashing and occur over solid blocking at the locations where the siding butts against door and or wood structural panel sheathing. window trim and at internal or external corners; such gaps 4.2.3 HardiePlankT"" (Cemplank®, PrevailTM, and RFC®) must be flashed in accordance with the applicable code, Lap Siding:When installation is on wood or metal framing then caulked. Horizontal joints must be flashed with members, with or without wood structural panel sheathing, Z-flashing and must occur over solid blocking or wood the lap siding must be fastened either through the structural panel sheathing. overlapping planks (face nailed)or through the top edge of 4.2.5 HardieShingleTm (New HardieShingle®)Individual single planks (blind nailed) in accordance with the Shingles: When installed on wood structural panel provisions of Table 4 of this report.A water-resistive barrier sheathing,the cladding shingles are fastened in accordance must be applied over wood or metal framing members or with the provisions of either Table 11, 12,or 13 of this report. wood structural panel sheathing in accordance with the A water-resistive barrier in accordance with the applicable applicable code. Lap siding installed over walls constructed code must be applied over the wood-based sheathing of concrete masonry units complying with ASTM C90 must substrate to which the shingles are attached. be applied in accordance with Tables 5 through 10.The lap siding requires the use of a starter strip to set the first course The individual shingles require the use of a starter strip to on the proper angle and to create a drip edge. set the first course on the proper angle and to create a drip edge. The nominally 11/4-inch-wide-by-1/4-inch-thick starter Vertical joints must occur over studs, except where the strip and a minimum 81/4-inch-wide (210 mm) "off-stud splice device" is installed or where the planks are installed to wood structural panel sheathing complying with HardiePlankT"" (Cemplank®, Prevail'",and RFC®)lap siding starter course are installed over the water-resistive barrier the applicable code,and must be staggered on subsequent with the bottom of the starter strip and starter course even courses.Where the"off-stud splice device" is installed, the with the bottom of the bottom plate. Shingles are spaced a splice device's bottom lip must be placed over the adjacent maximum of inch(6.4 mm)apart,leaving a minimum side solid course of planks. The plank must then be fastened to lap of 11/2 inches(38 mm)between the joints of successive the framing with corrosion-resistant fasteners.The abutting courses. Fasteners must be spaced a minimum of 3/4 inch plank must be positioned and fastened into place ensuring (19 mm)and a maximum of 1 inch (25.4 mm)from shingle that the lower edges of the two planks align. The metal edges and must be positioned to be covered a nominal device must be located centrally over the vertical joint. 11/4 inches by the succeeding shingle course; for 12-inch- Vertical joints between planks must be lightly butted or wide (305 mm)shingles, the third nail (see Table 14) must gapped and must be protected by one of the following be installed mid-span of the shingle. Nails must secure methods: (a) sealed with caulking in accordance with the shingles but must not be over-driven.Trim and corners must caulk manufacturer's published gapping requirements and be installed, and the shingles must be finished in ESR-2290 I Most Widely Accepted and Trusted Page 3 of 31 accordance with the manufacturer's application instructions. HardieShingle®) individual shingles described in this report A'/8-inch (3.2 mm)gap must be left at locations where the comply with, or are suitable alternatives to what is specified shingle butts against door and window trim and at internal in,those codes listed in Section 1.0 of this report,subject to or external corners; such gaps must be flashed in the following conditions: accordance with the applicable code, then caulked. 5.1 James Hardie® Building Products, Inc, products listed Horizontal joints must be flashed with Z-flashing. in this report must be installed in accordance with this 4.3 Fire-resistance-rated Wall Assembly (HardiePlankTM report and the manufacturer's published installation Lap Siding): instructions. In the event of a conflict between this report and the manufacturer's instructions, this report The asymmetrical, load-bearing, one-hour fire-resistance- governs. rated wall assembly must consist of nominally 2-by-4 wood studs spaced a maximum of 24 inches(610 mm)on center, 5.2 Hard'eShingleT"" (New HardieShingle®) panels, with two top plates and a single bottom plate. One layer of HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap 5/a-inch-thick (15.9), Type X, gypsum wallboard complying siding,Artisan®Lap Siding, and HardieShingle TM (New with ASTM C36 or ASTM C1396, 48 inches (1219 mm) HardieShingle®) individual shingles must be installed wide, must be applied vertically to the interior face of the on exterior walls braced in accordance the applicable studs and secured with minimum 13/4-inch-long (44 mm) code. cup head gypsum wallboard nails, spaced 7 inches 5.3 Design wind speeds applied to James Hardie®sidings (178 mm) on center at board edges and intermediate described in this report must be determined in framing members. All board joints must be backed by accordance with the applicable code and must be less framing. The 5/8-inch-thick (15.9 mm), Type X, gypsum than those shown in the wind speed tables in this wallboard joints and nail heads must be finished in report. accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer of 5.4 The sidings must be installed over a code-complying (12.7 mm), Type X, water-resistant core treated gypsum water-resistive barrier and as noted in this report. sheathing complying with ASTM C36 or ASTM C1396 5.5 For use in fire-resistance-rated construction, and one layer of maximum 12-inch-wide (305 mm) installation must be in accordance with Section 4.3. HardiePlankTM (Cemplank®,PrevailTM' and RFC®)lap siding lapped a minimum of 11/4 inches (32 mm). The 5.6 Flashing must be installed at all penetrations and 1/2-inch-thick (12.7 mm), Type X, water-resistant core- terminations in accordance with the applicable code. treated gypsum sheathing must be applied vertically to the 5.7 Under the 2018 IBC Section 1402.5;and 2015 or 2012 exterior side of the framing members with vertical edges IBC, Section 1403.5, installation on exterior walls of staggered 24 inches (610 mm) from the joints on the buildings of Type I, II, Ill, and IV construction is limited opposite side.All board joints must be backed by framing. to buildings that are not greater than 40 feet in height The 1/2-inch-thick (12.7 mm), Type X, water-resistant above grade plane and that feature a combustible core-treated gypsum sheathing must be fastened to the water-resistive barrier, except as permitted under framing members with 13/4-inch-long (44 mm) roofing nails Exception 2 of the 2018 IBC Section 1402.5 and 2015 spaced 7 inches(178 mm)on center in the field and 4 inches IBC Section 1403.5. (102 mm)on center along the perimeter of each board.The outer layer of 5/16-inch-thick (7.5 mm), minimum 5.8 Tne products are manufactured at the following 12-inch-wide (305 mm) HardiePlankTM (Cemplank®, locations,with quality control inspections by ICC-ES: PrevailTM, and RFC®) lap siding must be applied over • Cleburne,Texas the 1/2-inch-thick (12.7 mm), Type X, water-resistant core-treated gypsum sheathing by attaching 11/2-inch-wide • Peru, Illinois (38 mm) HardiePlankTM (Cemplank®, PrevailTM, and RFC®) • Plant City, Florida starter strips through the gypsum sheathing into the bottom plate and 12-inch-wide (305 mm) HardiePlankTM • Pulaski,Virginia (Cemplank®, PrevailTM, and RFC®) lap siding applied • Sparks, Nevada horizontally with a minimum nominally 11/4-inch head lap, and fastening with a single 6d corrosion-resistant common • Tacoma,Washington nail driven through the lapped planks into each stud. • Waxahachie,Texas The axial load must be the lesser of the following,provided structural consideration for axial, flexural and bearing • Fontana, California perpendicular-to-grain stresses is in accordance with • Summerville, South Carolina ANSI/AWC NDS-2018 for the 2018 IBC and IRC; ANSI/AWC NDS-2015 for the 2015 IBC and IRC; 6.0 EVIDENCE SUBMITTED ANSI/AF&PA NDS-2010 for the 2012 IBC or IRC Data in accordance with the ICC-ES Acceptance Criteria for (-2005 for the 2009 and 2006 IBC or IRC): Fiber Cement Siding Used as Exterior Wall Siding (AC90), 1. Maximum 100 percent of full allowable axial dated October 2018. compressive design load permitted for the wood 7.0 IDENTIFICATION species. 7.1 Pallets of the JamesHardie® Building Products, Inc., 2. Maximum allowable wood axial stress of 0.78 F's, which HardieShingleT"" (New HardieShingle®) panels, must not exceed 0.78 Pc at a slenderness ratio 1•/d HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap of 33. siding,Artisan®Lap Siding,and HardieShingle TM (New 5.0 CONDITIONS OF USE HardieShingle®)individual shingles must carry a label bearing the manufacturer's name and telephone The HardieShingle TM (New HardieShingle®) panels, number,the product name,the name of the inspection HardiePlankTM (Cemplank®, Prevail"', and RFC®) lap agency, ICC-ES, and the evaluation report number siding, Artisan® Lap Siding, and HardieShingleT"' (New (ESR-2290). ESR-2290 I Most Widely Accepted and Trusted Page 4 of 31 7.2 The report holder's contact information is the following: JAMES HARDIE BUILDING PRODUCTS,INC. 10901 ELM AVENUE FONTANA,CALIFORNIA 92337 (800)942-7343 www.lameshardie.com info(a)jameshardie.com TABLE 1-STANDARD NOMINAL PANEL,PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH(INCHES) LENGTH THICKNESSES(INCHES) HardiePlank®lap siding 4,51/4,6,61/4,71/4.7'/z,8, 12, 14 feet 6/16 8/4,9/4,9/2&12 Artisan®lap siding, 51/4,71/4,81/4 12, 14 feet 6/6 Cemplank®lap siding 51/4,6,61/4,71/4.71/2,8, 12, 14 feet 6/16 81/4,91/2&12 PrevailTM lap siding 51/4,6,61/4,7'/a,7'/2,8, 12, 14 feet 6/16 8/4,9/2&12 RFC®lap siding 61/4,71/2,81/4,91/2&12 12, 14 feet 6/16 New HardieShingle®5-inch exposure 48 14 inches '/a (square&staggered edge) New HardieShingle®7-inch exposure 48 151/4, 152/6 inches /4 (square&staggered edge) HardieShingle TM panel 48 16 inches '/a (square&staggered edge) HardieShingle TN panel 48 16, 19 inches /a (half round) New HardieShingle®individual 31/2,41/2,51/2,7,83/4 14 inches 1/4 shingles 5-inch exposure New HardieShingle®individual 43/16,51/2,63/4,71/4, 10, 151/4 inches 1/4 shingles 7-inch exposure HardieShingleTM' individual shingles 6,8,&12 18 inches 1/4 For SI: 1 inch=25.4 mm, 1 ft=305 mm. TABLE 2-"K"and"R"VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUAL THERMAL ACTUAL THERMAL THICKNESS3 CONDUCTANCE' RESISTANCE' CONDUCTANCE2 RESISTANCE2 (INCH) KEFF=(BTU/HR-FT2-°F)/INCH R=1/KEFF (KEFF) (R) 1/4 1.95 0.51 7.80 0.13 6/16 2.07 0.48 6.62 0.15 For SI: 1 inch=25.4 mm, 1 Btu/h-ft2-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. • ESR-2290 I Most Widely Accepted and Trusted Page 5 of 31 TABLE 3-MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph) 2015 IBC/IRC. 2018 IRC and 2012 IRC,2009 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind WW1,2018 IBC Speed,Vaza4.6'9't2) (Basic Design Wind Speed, Tam) EXPOSURE EXPOSURE FASTENER STUD BLDG. CATEGORY CATEGORY PRODUCT THICK FASTENER SPACING FRAME SPACING HEIGHT (IN.) TYPE (IN) TYPE1 (IN.) (FT.) B CDBCD 0.090" Attached 0-15 126 85 - 163 110 - HardieShingle TM shank x to /16" 7/16"WSP wood 20 121 85 156 110 (New HardieShingle®) 0.215"HD x 13.75 structural attached to Panel(straight or half /4 1112"long panel framing per 40 105 85 136 110 round installation) ring shank sheathing code nails only 60 95 - - 123 - - Attached 0-15 105 85 - 136 110 - 0.090" HardieShingle°(New shank x to /+a' 7/16"WSP - - HardieShingle®) 1 0.215"HD x wood75to 20 105 136 Panel(staggered /4 11/2"long 13.75 structural framing per - - - installation) ring shank panel code 40 95 123 nails sheathing only 60 85 110 Attached 0-15 158 143 130 204 185 168 HardieShingle° shank x to7/16.7/16"WSP 20 158 139 127 204 179 164 0.215"HD x attached to (New HardieShingle®) 1/4 1'Iz"long 8 structural framing per Panel panel 40 152 130 120 196 168 155 ring shank code nails sheathing only 60 143 124 115 185 160 148 0.090" Attached 0-15 172 156 142 222 201 183 shank x to 7/16"WSP HardieShingle 0.215"HD x woodod attached to 20 172 151 138 222 195 178 (New HardieShingle®) 1/a1'/z"long 6 structural framing per Panel panel 40 165 141 130 213 182 168 ring shank code sheathing nails only 60 156 135 126 201 174 163 HardieNail 0-15 113 102 93 146 132 120 Studless 7" Attached Siding exposure, to'/16" 7/,6"WSP 20 113 100 91 146 129 117 HardieShingle° Fastener nailed at wood attached to (New HardieShingle®) 1/4 (TetraGrip), 16"o.c. structural 40 108 93 86 140 120 110 Panel .117"x (horizontal) panel framing per 1.125"x.3" and 7"o.c. sheathing code (PART (vertical) only 60 102 89 - 132 115 - #650867) Nominal 0-15 168 137 116 217 177 150 0.083" 2x41 or HardieShingle° shank x Min.No. 20 168 137 116 217 177 150 0.187"HD x at each 20 ga.x (New HardieShingle®) /a 11/2"long stud3 3.62"x 16 40 168 126 105 217 163 136 Panel ring shank 1.375" nail2 Metal 60 158 116 105 204 150 136 C-stud Nominal 0-15 147 105 85 190 136 110 0.083" 2x4'or HardieShingle° shank x Min.No. 20 137 100 85 177 129 110 0.187"HD x at each 20 ga.x (New HardieShingle®) /a 11/2"long stud3 3.62"x 24 40 126 95 - 163 123 - Panel ring shank 1.375" nail2 Metal 60 116 89 - 150 115 - C-stud For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph-0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members,fasteners must be ET&F Fastening Systems,Inc.ET&F Panelfast®nail,ET&F No.AGS-100-0150,head diameter=0.313 in.,shank diameter=0.100 in.,length=1.5 in.Metal studs must be maximum Fy=33 ksi. 3For application to ASTM C90 concrete masonry unit wall,fasteners must be either ET&F Fastening Systems,Inc.ET&F block nail(ET&F No.ASM-144-0125, head dia.=0.30 in.,shank dia.=0.14 in.,length=1.25 in.),Max System block nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in., length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter =0.30 in.,shank diameter=0.145 in.,length=1.25 in.)applied at the equivalent fastener or stud spacing. 4Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kr=1,Ka=0.35,GCp=0.18.,GCp=-1.4. 5For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. 6Vsso=nominal design wind speed. 7V„N=ultimate design wind speed. 6Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 92015 and 2012 IBC Section 1609.3.1,Eqn.16-33, Vasa=V„a 40.6 1°V=basic design wind speed 11 Wind speed design assumptions per Section 30.3,of ASCE 7-16:Ka=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 12 2018 IBC Section 1609.3.1,Eqn.16-33, Vaso=V 1E613 Smooth-shank stainless steel nails are outside of the scope of this report. ESR-2290 I Most Widely Accepted and Trusted Page 6 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph) 20151BC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V.n10•"),2018 IBC 11„x°,9,12,16) (Basic Design Wind Speed,V".16) PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCTSPACING HEIGHT TYpE4•76 METHOD' TYPE"' THICK. WIDTH (IN.) (FT.) B C D B C D Min.. 0-15 168 168 147 217 217 190 ET&F pin No.20 0.100"x ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 4 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min. 0-15 168 168 147 217 217 190 ET&F pin No.20 0.100"x ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 6 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min. 0-15 168 168 147 217 217 190 ET&F pin No.20 0.100"x ga.x 20 168 168 137 217 217 177 HardiePlank® 5/15 61/4 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min. 0-15 168 158 126 217 204 163 No.20 1 ET&F pin ga.x 20 168 147 126 217 190 163 714 or 0.100"x Face Nailed 3.62"x 16 HardiePlank® 5/+6 71/2 1.5"x 0.25" HD 1.375" 40 168 137 121 217 177 156 Metal C-stud 60 168 126 116 217 163 150 Min. 0-15 168 147 126 217 190 163 ET&F pin No.20 0.100"x ga.x 20 168 147 126 217 190 163 HardiePlank® 5/16 8 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 168 137 116 217 177 150 Metal C-stud 60 168 126 105 217 163 136 Min. 0-15 168 147 126 217 190 163 ET&F pin No.20 0.100"x ga.x 20 168 147 116 217 190 150 HardiePlank® 5/16 81/4 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375' 40 168 131 116 217 169 150 Metal C-stud 60 158 126 105 204 163 136 Min. 0-15 168 137 116 217 177 150 ET&F pin No.20 91/4 or 0.100"x ga.x 20 168 137 116 217 177 150 HardiePlank® 5/1691/2 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 158 126 105 204 163 136 Metal C-stud 60 147 116 105 190 150 136 Min. 0-15 145 131 119 187 169 154 ET&F pin No.20 0.100"x ga.x 20 145 127 116 187 164 150 HardiePlank® 5/16 12 1.5"x 0.25" Face Nailed 3.62"x 16 HD 1.375" 40 139 119 110 179 154 142 Metal C-stud 60 131 114 106 169 147 137 Min. 0-15 160 137 116 207 177 150 ET&F pin No.20 0.100"x ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 4 1.5"x 0.25" Face Nailed 3.62"x 24 HD 1.375" 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 Min. 0-15 160 137 116 207 177 150 ET&F pin No.20 0.100"x ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 6 1.5"x 0.25" Face Nailed 3.62"x 24 HD 1.375" 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 ESR-2290 I Most Widely Accepted and Trusted Page 7 of 31 TABLE 4-MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V it70'11),2018 IBC Vasd3'9'12'16) (Basic Design Wind Speed,V17•14) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY TYPE"THICK. WIDTH TYPEMETHOD2 TYPE1.6 (IN.) (FT.) B C D B C D Min. 0-15 160 137 116 207 177 150 No.20 ET&F pin ga.x 20 160 126 110 207 163 142 HardiePlank® 5/16 61/4 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 147 121 105 190 156 136 Metal C-stud 60 137 116 95 177 150 123 Min. 0-15 160 116 100 207 150 129 No.20 71/4 or ET&F pin ga.x 20 158 116 95 204 150 123 HardiePlanke 5/167,/2 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 137 105 89 177 136 115 Metal C-stud 60 126 95 89 163 123 115 Min. 0-15 160 116 95 207 150 123 No.20 ET&F pin ga.x 20 158 116 95 204 150 123 HardiePlank® 5/16 8 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 137 105 89 177 136 115 Metal C-stud 60 126 95 85 163 123 110 Min. 0-15 158 116 95 204 150 123 No.20 ET&F pin ga.x 20 158 105 95 204 136 123 HardiePlank® 5/16 81/4 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 137 100 85 177 129 110 Metal C-stud 60 126 95 85 163 123 110 Min. 0-15 147 105 85 190 136 110 No.20 9114 or ET&F pin ga.x 20 147 105 85 190 136 110 HardiePlank® 5/1691/2 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 126 95 85 163 123 110 Metal C-stud 60 126 95 - 163 123 - Min. 0-15 106 96 87 137 124 112 No.20 ET&F pin ga.x 20 106 93 85 137 120 110 HardiePlank® 5/16 12 0.100"x 1.5" Face Nailed 3.62"x 24 x 0.25"HD 1.375" 40 102 87 - 132 112 - Metal C-stud 60 96 - - 124 - - Min. 0-15 158 126 105 204 163 136 No.20 ET&F pin ga.x 20 158 121 100 204 156 129 HardiePlank® 5/16 4 0.100"x 1.5" Blind Nailed 3.62"x 16 x 0.313"HD 1.375" 40 147 110 95 190 142 123 Metal C-stud 60 137 105 95 177 136 123 Min. 0-15 158 126 105 204 163 136 No.20 ET&F pin ga.x 20 158 121 100 204 156 129 HardiePlanke 5/16 6 0.100"x 1.5" Blind Nailed 3.62"x 16 x 0.313"HD 1.375" 40 147 110 95 190 142 123 Metal C-stud 60 137 105 95 177 136 123 Min. 0-15 168 116 100 217 150 129 No.20 ET&F pin ga.x 20 158 116 95 204 150 123 HardiePlank® 5/16 61/4 0.100"x 1.5" Blind Nailed 3.62"x 16 x 0.313"HD 1.375" 40 137 105 89 177 136 115 Metal C-stud 60 126 100 85 163 129 110 Min. 0-15 147 105 85 190 136 110 No.20 71/4 or ET&F pin ga.x 20 137 100 85 177 129 110 HardiePlank® 5/16716 0.100"x 1.5" Blind Nailed 3.62"x 16 x 0.313"HD 1.375" 40 121 89 - 156 115 - Metal C-stud 60 110 85 - 142 110 - m x I I I I I x I I xCA. 0) 0) 0) CO 0) a) m 0) 0) 0) A a a a m a a a a a a a o , m m m m m o m m m0 N V -O -0 13 -0 -0 -0 -0 lo m m m m a m m a m a C IN x x x x x x x n co x x x -4 0 ® f ® ® i ® f ® e — -I v 0 X 3 y 00 .i CO cn CO CO V p 0) O A CO co o ?-' > 'C a >• N p « > 1 Z m C0) CD 13 x o x o x o x 0 x o x o x o x o nn Q a a o—m o-m o-m o—'m o-m o--m o-•m o-m -{D • 01 O� O� CD-I O-{ • O- • CD-I • O-i Ph a) O Cl �O,G'> 9 g i..) .g. 4'e �O,W �O,Oo -+O,.'D �O,OD �O,Q° 'V-I 3 3 Wx -a Wx T Wx m Wx T Wx 71 Wx m f.�x T (^;x T mm 3 a. 3 3 v v v v O a -0 v C o o 1. 5 1. 5 _�5 1. 5 2. 5 x�5 I x�5 a m - > > pcn, vN C3 01 001 p(n 0 b C7 02 Op; 70 3 2 fn tD m T m CO m m CO m ao m n Z a oD <v �m a. a a. n a a. a 5 -mil N i.F) 3 z I.1 ; Z z z z z z z z z x m v m is S m_ mI<m m, m m m m a) m m d O Z rn ,a ,a a a a a a a a a G0 N i T f OK-. 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ESR-2290 I Most Widely Accepted and Trusted Page 13 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V„ut01),2018 IBC V.sd3'9,12.15) (Basic Design Wind Speed,V".") PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE4.19 METHOD' TYPE'•9 (IN.) (FT.) B C D B C D Min. 0-15 160 145 116 207 187 150 No.8-18,1- No.20 5/8"long x Face ga.x 20 160 141 110 207 182 142 HardiePlank® 5/16 61/4 0.323"HD Screwed 3.62"x 24 ribbed bugle 1.375" 40 154 131 105 199 169 136 head screw Metal C-stud 60 145 126 100 187 163 129 Min. 0-15 160 126 105 207 163 136 No.8-18,1- No.20 71/4 or 5/8"long x Face ga.x 20 160 121 105 207 156 136 HardiePlank® 5/16 1 0.323"HD 3.62"x 24 7/2 ribbed bugle Screwed 1.375„ 40 147 110 95 190 142 123 head screw Metal C-stud 60 137 105 95 177 136 123 Min. 0-15 160 126 105 207 163 136 No.8-18,1- No.20 5/e"long x Face ga.x 20 160 121 100 207 156 129 HardiePlank® 5/16 8 0.323"HD Screwed 3.62"x 24 ribbed bugle 1.375" 40 147 110 95 190 142 123 head screw Metal C-stud 60 137 105 89 177 136 115 Min. 0-15 160 121 105 207 156 136 No.8-18,1- No.20 5/6"long x Face ga.x 20 160 121 100 207 156 129 HardiePlank® 5/16 81/4 0.323"HD Screwed 3.62"x 24 ribbed bugle 1.375" 40 137 105 95 177 136 123 head screw Metal C-stud 60 131 100 89 169 129 115 Min. 0-15 158 116 95 204 150 123 No.8-18,1- No.20 5/8"long x ga.x 20 158 110 95 204 142 123 HardiePlank® 5/76 9/;or 0.323"HD Face 3.62"x 24 91/2 ribbed bugle Screwed 1.375" 40 137 100 89 177 129 115 head screw Metal C-stud 60 126 95 85 163 123 110 0-15 163 148 134 210 191 173 No.11 Blind Nailed 20 163 143 131 210 185 169 HardiePlank® 5/16 5114 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 156 133 123 202 172 159 nail plank 60 148 128 119 191 165 154 0-15 146 132 120 188 171 155 No.11 Blind Nailed 20 146 128 117 188 166 151 HardiePlank® 5/16 6'/4 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 140 119 110 180 154 142 nail plank 60 132 115 106 171 148 137 0-15 133 121 110 172 156 142 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 71/4 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 128 109 101 165 141 130 nail plank 60 121 105 97 156 135 126 0-15 130 118 107 168 152 138 No.11 Blind Nailed 20 130 115 105 168 148 135 HardiePlank® 5/16 71/2 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 125 107 99 161 138 127 nail plank 60 118 102 95 152 132 123 0-15 125 114 103 162 147 133 No.11 Blind Nailed 20 125 110 101 162 143 130 HardiePlank® 5/16 8 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 120 103 95 155 133 122 nail plank 60 114 99 91 147 127 118 • ESR-2290 I Most Widely Accepted and Trusted Page 14 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, WO"),"),2018 IBC Vasd3. 2.15) (Basic Design Wind Speed,V13•14) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE4•'s METHOD2 TYPE'•8 (IN.) (FT.) B C D B C D 0-15 123 112 101 159 144 131 No.11 Blind Nailed 20 123 108 99 159 140 128 HardiePlank® 5/1s 8+/4 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 118 101 93 152 130 120 nail plank 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 No.11 Blind Nailed 20 115 101 93 148 131 119 HardiePlank® Sl,s 9'/4 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 110 94 87 142 122 112 nail plank 60 104 90 - 135 117 - 0-15 113 103 93 146 133 121 No.11 Blind Nailed 20 113 100 91 146 129 118 HardiePlank® Sl s 91/2 gauge,1.25" Through top 2X4 16 long roofing edge of wood 40 109 93 86 140 120 111 nail plank 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® Sl1s 5'/4 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 128 109 101 165 141 130 nail plank 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 No.11 Blind Nailed 20 119 105 96 153 135 124 HardiePlank® s/s 61/4 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 114 98 90 147 126 116 nail plank 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 No.11 Blind Nailed 20 108 96 87 140 123 113 7'/4 gauge,1.25" Through top 2X4 HardiePlank® 5/16 24 long roofing edge of wood 40 104 89 - 134 115 - nail plank 60 98 85 - 127 110 - 0-15 106 96 88 137 125 113 No.11 Blind Nailed 20 106 94 86 137 121 110 HardiePlank® 5/�s 7'!2 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 102 87 - 132 113 - nail plank 60 96 - - 125 108 - 0-15 102 93 - 132 120 - No.11 Blind Nailed 20 102 90 - 132 116 - HardiePlank® 5/�s 8 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 98 - - 127 - - nail plank 60 93 - - 120 - - 0-15 100 91 - 129 117 - No.11 Blind Nailed 20 100 88 - 129 114 - HardiePlank® 5/1s 8'/4 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 96 - - 124 - - nail plank 60 91 - - 117 - - 0-15 94 85 - 121 110 - No.11 Blind Nailed 20 94 - - 121 107 - HardiePlank® 5lis 9'/4 gauge,1.25" Through top 2X4 24 long roofing edge of wood 40 90 - - 116 - - nail plank 60 85 - - 110 - - m a a a a a a a a a a F S. m 0 N ✓ m of m c o) 0 m d Cr) n t0 KJ 7 7 7 7 7 7 7 7 7 7 C X D CO 3 -O CCD cn * Zn > `C U, CD CO CO co a)) `U' m Z< r n CD �p Q Q an Q an Q an Q Q (T O T I � 17 g8 an a an $ ac -<D D Q �,n c 2 2,n c Z g'(3-(g c an c Z �,� c �,n c Z a� c Z �� c Z /� c Z OM co Z <-I X N -- ca 7 N O fO ?m C co S m C S 0 O S N ° 9-co •C Co 7 0 - co 70 O Co S I O N lO o G m-I 3 a _m _m _m _ Z 7 Z 7 z 7 Z 7 Z 7 Z Z p ' z p D -p . Z CC Co -.1' 0)Co �I' OI CO V' O1 CO V' CI CO �C' 0)CO v' C)Co v' N Co v' 01 Co .,C' COcN.)' a p 3 1 N = Ut c CT = Vt - N - CT CT O DI C G CA --I co -IC -i co -I co -1W -IC 1W -IW -IW -IW T p Z. a 7- S-. S-. 7-. S-. 7-. 7-. 7-. S-� 7-. m D CD 7 (D 7 7 7 7 CO 7 O 7 N 7 -I CI co v no a �C.0 V 0.0 v_no a k ao n v ao a v 0.0 v n3 n v no n ga'D a 0 C O)O C d f0 C VW) C y CCC y 2O C y co c y fO C y(O C d CO C N 7 C0 CO Z 7 CC CO Z CO Z 7 CC CD Z 7 CO Co Z 7 CO O Z 7 (O CO Z 7 m.Z 7 CO S N =Z xp '6Zi Jcp 7d Jcp 701 Jc p S y JCp S= Jcp SCI. w p 50. Jrp SOI. F S"' d. w0 0 m om om om -'om om S'F) om om mom -'om OZ m v a v a v a v a v a v a v a v a v a v a 0 Cl) m F N f N * N f N * N F N O N * N) * N �p N D xi 8 0.a A 8yA §.A §.? §A 0. dA 0. nA .m m x 0 w CO - N =D1 XI A C 0) 0) 0) O) O O) 0) A Z C)C m z_...E G m m _ c_ W A N 9 c A N 9 T A N 9 CO A N 9 O A N 9 0) A N 9 0) A N 9 0) . N 9 0) A N 9 a, A N 9 T m FRI o 0 o N o 0 o -, 0 0 o N o o O -, O o O -. 0 0 o -, 0 0 0 0 o O o 0 0 0 0 U 0 0 0 -100 3 •o s A CT 0) 0) N CO A A N W A A W A C.n 01 A CT Cn A CA 0) 0) A Cn 0) 0) 0) V V V V V V V . C W CD N ('� CO Co A A V 0) O O CO V N N C O) N N CO CT CT O CT CO CO ? A O O O O O O O CO W O O 0 m -1-0 .. . _o„ _ N, a.. N W A A -. N N -. N N N N co) W N N W A N CO A A N) C.) A A A A CT 0) CT O) V V ' ' . . 0 al y u 7 =C)f7 C JI N CO CCO 0 Cl1 A V N V 0) CO O CJI A CO N V V V N) N 0) CD UI CT CO N CO CO A CO 01 0 0 w a ZC' CD 73 73 U t""rg ti G <m -.3 m o o N N C.) C.) O O - O O -. N N - -. N N N W W N) N W W W W A A A CT 0) CD ' ' . . 0 a O CT N CT N 0) Co Cr) A Co N V -. UI W 0) W V CI) Co CO N O W O CA N 05 N) V CI) CO V W N CO N DJ j N N N N N N N N N) co N N N) N) N N - _ N CO O O) V 00 00 O V 00 00 V OD Cp CO CO CO O O CO O O O CO CD CO) c C_A-. C) A A A ? m(0 o G-d N CO W N N A V Of COCD CO V V N N) O O CD O CoW CO W N N CO CO CO CD CO CO CO p' CO _. -1 13 CD 0 a d a 0 J CD N j N DJ - N n M051.0-N Cl)S N- N 0) A CO CO N A O) A D1 O) O) U' 0) V V UI V N) V CID 00 0) v CD 'CO C) CD O - O . ' ' V V V W Co O U' N V Ut W Co V 0) N W CD V A V W W 01 CT C.) CO CO 0 a'C 52 N 0 N g• o -‹"1xi`c a'^ EN W N N_ J c W_ W j UI 0) J V Co W A A ca CO A CJI A A UI C A CT 0) Of CJ) UI O V CT O J V V V co CO CO CD 0 . . . . 0 7 C) 7 C)CO CT U1 N V 0) CO A CD O N A CO CA N 0) N 01 N) co V N) 01 UI O O) V N O V CO A 0. • ESR-2290 I Most Widely Accepted and Trusted Page 16 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, Vu1110,11),2018 IBC V4*d3,9,12,15) (Basic Design Wind Speed,V73,'4) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE'•18 METHOD2 TYPE''° (IN.) (FT.) B C D B C D 0-15 147 134 121 190 172 157 No.11 Blind Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 6'/4 gauge,1.75 Through top 2X4 inch long edge of wood 24 40 141 121 111 182 156 144 roofing Nail plank 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 No.11 Blind Nailed 20 134 118 108 173 153 140 HardiePlank® 5/16 71/4 gauge,1.75 Through top 2X4 24 inch long edge of wood 40 129 110 102 166 142 131 roofing Nail plank 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 No.11 Blind Nailed 20 132 116 106 170 150 137 HardiePlank® 5/16 71/2 gauge,1.75 Through top 2X4 24 inch long edge of wood 40 126 108 100 163 139 129 roofing Nail plank 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 No.11 Blind Nailed 20 127 112 102 163 144 132 HardiePlank® 5/16 8 gauge,1.75 Through top 2X4 24 inch long edge of wood 40 122 104 96 157 134 124 roofing Nail plank 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 No.11 Blind Nailed 20 124 110 100 161 142 129 HardiePlank® 5/16 8'/4 gauge,1.75 Through top 2X4 24 inch long edge of wood 40 119 102 94 154 132 122 roofing Nail plank 60 113 98 91 146 126 117 0-15 116 106 96 150 136 124 No.11 Blind Nailed 20 116 103 94 150 133 121 HardiePlank® 5/16 91/4 gauge,1.75 Through top 2X4 24 inch long edge of wood 40 112 95 88 144 123 114 roofing Nail plank 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 No.11 Blind Nailed 20 114 101 92 148 130 119 HardiePlank® 5/16 91/2 gauge,1.75 Through top 2X4 inch long edge of wood 24 40 110 94 87 142 121 112 roofing Nail plank 60 104 90 - 134 116 - Min. 0-15 168 168 137 217 217 177 No.8 x 1'l4 No.20 in.long x ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 4 0.375 in.HD Blind 3.62"x 16 ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal screws C-stud 60 168 137 121 217 177 156 Min. 0-15 168 168 137 217 217 177 No.8 x 1'/4 No.20 in.long x ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 6 0375. in.HD Blind 3.62"x 16 ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal screws C-stud 60 168 137 121 217 177 156 No.8 x 11/4 Min. 0-15 168 158 142 217 204 183 in.long x No.20 0.375 in.HD Blind ga.x 20 168 158 131 217 204 169 HardiePlank® 5/16 61/4 ribbed Screwed 3.62"x 16 1.375" 40 168 147 126 217 190 163 waferhead Metal screws 60 158 137 121 204 177 156 C-stud • ESR-2290 I Most Widely Accepted and Trusted Page 17 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V4n10,"),2018 IBC Vaad3.9,12.15) (Basic Design Wind Speed,V13•70) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TyMETHOD= TYPE'•8 (IN.) (FT.) B C D B C D Min. 0-15 168 152 126 217 196 163 No.8 x 11/4 No.20 in.long x ga.x 20 168 147 116 217 190 150 71/4 or 0.375 in.HD Blind 3.62"x 16 HardiePlanke 5/16 7,/2 ribbed Screwed 1.375" 40 168 137 116 217 177 150 waferhead Metal screws C-stud 60 158 126 110 204 163 142 Min. 0-15 168 147 116 217 190 150 No.8 x 11/4 No.20 in.long x ga.x 20 168 137 116 217 177 150 HardiePlanke 5/16 8 0.375 in.HD Blind 3.62"x 16 ribbed Screwed 1.375" 40 158 126 105 204 163 136 waferhead Metal screws C-stud 60 147 121 105 190 156 136 Min. 0-15 168 142 121 217 183 156 No.8 x 11/4 No.20 in.long x ga.x 20 168 137 116 217 177 150 HardiePlanke 5/16 81/4 0.375 in.HD Blind 3.62"x 16 ribbed Screwed 1.375" 40 158 126 110 204 163 142 waferhead Metal screws C-stud 60 147 116 105 190 150 136 Min. 0-15 168 137 116 217 177 150 No.8 x 11/4 No.20 in.long x ga.X 20 168 126 105 217 163 136 9'/4 or 0.375 in.HD Blind 3.62"x 16 HardiePlanke 5116 91/2 ribbed Screwed 1.375" 40 158 116 105 204 150 136 waferhead • screws Metal 60 137 110 100 177 142 129 C-stud Min. 0-15 160 137 116 207 177 150 No.8 x 11/4 No.20 in.long x ga.x 20 160 131 110 207 169 142 HardiePlanke 5/18 4 0.375 in.HD Blind 3.62"x 24 ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal screws C-stud 60 145 116 100 187 150 129 Min. 0-15 160 137 116 207 177 150 No.8 x11/4 No.20 in.long x ga.x 20 160 131 110 207 169 142 HardiePlanke 5/76 6 0.375 in.HD Blind 3.62"x 24 ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal screws C-stud 60 145 116 100 187 150 129 Min. 0-15 160 137 116 207 177 150 No.8 x 11/4 No.20 in.long x ga.x 20 160 131 105 207 169 136 HardiePlanke 5/16 61/4 0.375 in.HD Blind 3.62"x 24 ribbed Screwed 1.375" 40 154 121 105 199 156 136 waferhead Metal screws C-stud 60 145 116 100 187 150 129 Min. 0-15 160 126 105 207 163 136 No.8 x 11/4 No.20 in.long x 71/4 or 0.375 in.HD Blind ga.x 20 160 116 100 207 150 129 3.62"x 24 HardiePlanke 5/16 71/2 ribbed Screwed 1.375" 40 147 105 89 190 136 115 waferhead Metal screws C-stud 60 137 89 89 177 115 115 Min. 0-15 160 121 100 207 156 129 No.8 x 11/4 No.20 in.long x ga.x 20 158 116 100 204 150 129 HardiePlanke 5/16 8 0.375 in.HD Blind 3.62"x 24 ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal screws C-stud 60 131 100 89 169 129 115 No.8 x 11l4 Min. 0-15 160 121 100 207 156 129 No.20 in.long x 0.375 in.HD Blind ga.x 20 158 116 100 204 150 129 HardiePlanke 5/16 8'/4 3.62"x 24 ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead screws Metal 60 126 100 89 163 129 115 C-stud ESR-2290 I Most Widely Accepted and Trusted Page 18 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V0'110,"),2018 IBC Vaad3,9.12.15) (Basic Design Wind Speed,V'3,14) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE'," METHOD= TYPE1•s (IN.) (FT.) B C D B C D No.8 x 1114 Min. 0-15 158 116 95 204 150 123 No.20 in.long x 91/4 or 0.375 in.HD Blind ga.x 20 147 105 89 190 136 115 HardiePlank® 5/1sg'/z ribbed Screwed 3.62"x 24 • waferhead 1.375 40 131 95 85 169 123 110 screws Metal C-stud 60 121 89 85 156 115 110 6d-2 inch 0-15 141 128 116 182 165 150 long X 0.093 Blind Nailed inch shank X 20 141 124 114 182 160 147 ® s Through top 2 x 4 HardiePlank /1s 5/4 0.222 inch 16 head ed ank dge of wood 40 135 116 107 174 150 138 diameter nail nail 60 128 111 103 165 143 133 6d-2 inch 0-15 126 114 104 163 147 134 long X 0.093 Blind Nailed ® s inch shank X Through top 2 x 4 20 126 111 102 163 143 132 HardiePlank /1s 6/4 0.222 inch 16 edge of wood head plank 40 121 103 96 156 133 124 diameter siding nail 60 114 99 92 147 128 119 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 Blind Nailed ® s inch shank X Through top 2 x 4 20 115 102 93 148 132 120 HardiePlank /1s 7/4 0.222 inch 16 edge of wood head plank 40 110 94 87 142 121 112 diameter siding nail 60 104 91 - 134 117 - 6d-2 inch 0-15 113 102 93 146 132 120 long X 0.093 Blind Nailed inch shank X Through top 2 x 4 20 113 99 91 146 128 117 HardiePlank® 5/'6 7'/2 0.222 inch 16 edge of wood head plank 40 108 93 85 139 120 110 diameter siding nail 60 102 89 - 132 115 - 6d-2 inch 0-15 109 99 90 141 128 116 long X 0.093 Blind Nailed ® s inch shank X Through top 2 x 4 20 109 96 87 141 124 112 HardiePlank /1s 8 0.222 inch 16 edge of wood head plank 40 104 89 - 134 115 - diameter siding nail 60 99 85 - 128 110 - 6d-2 inch 0-15 107 97 88 138 125 114 long X 0.093 Blind Nailed ® inch shank X Through top 2 x 4 20 107 94 86 138 121 111 HardiePlank s/1s 8/4 0.222 inch 16 edge of wood head plank 40 102 88 - 132 114 - diameter siding nail 60 97 - - 125 - - 6d-2 inch 0-15 100 90 - 129 116 - long X 0.093 Blind Nailed ® 5 inch shank X Through top 2 x 4 20 100 88 - 129 114 - HardiePlank /16 9/4 0.222 inch 16 edge of wood head plank 40 96 - - 124 - - diameter siding nail 60 90 - - 116 - - 6d-2 inch 0-15 98 89 - 127 115 - longX 0.093 Blind Nailed inch shank X Through top 2 x 4 20 98 87 - 127 112 - HardiePlanke 5 inch/1s 9/2 0.222 inch 16 edge of wood head plank 40 94 - - 121 - - diameter siding nail 60 89 - - 115 - - ESR-2290 I Most Widely Accepted and Trusted Page 19 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, Vun70'"),2018 IBC Va.d3'9,12.15) (Basic Design Wind Speed,V1304) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH nPE4•18 METHOD2 TYPE1.6 (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 Blind Nailed inch shank X 20 115 102 93 148 132 120 Through top 2 x 4 HardiePlanke 5/16 514 0.222 inch 24 edge of wood head plank 40 110 94 87 142 121 112 diameter siding nail 60 104 91 134 117 6d-2 inch - 0-15 103 93 - 133 120 - long X 0.093 Blind Nailed inch shank X 20 103 91 - 133 117 - HardiePlank® 5/16 61/4 0.222 inch Through of top wood 24 head plank 40 99 - 128 - - diameter siding nail 60 93 - - 120 - - 6d-2 inch 0-15 94 85 - 121 110 - long X 0.093 Blind Nailed inch shank X 20 94 - - 121 - HardiePlanke 5/1e 71/4 0.222 inch Through edge of top wood 24 head 40 90 - plank - 116 diameter siding nail 60 85 - - 110 - - 6d-2 inch 0-15 92 - - 119 - - long X 0.093 Blind Nailed inch shank X 20 92 - - 119 - - HardiePlank® 5/16 71/2 0.222 inch Thedge of top wood 24 head plank 40 88 - 114 - - diameter siding nail 60 - - - - - - 6d-2 inch 0-15 89 - - 115 - - long X 0.093 Blind Nailed inch inch shank X 20 89 - - 115 - - Through top 2 x 4 HardiePlanke 5/16 8 0.222 inch 24 edge of wood head plank 40 85 - - 110 - - diameter siding nail 60 - - - - - - 6d-2 inch 0-15 87 - - 112 - - long X 0.093 Blind Nailed inch inch shank X 20 87 - - 112 - - 2 x 4 HardiePlanke 5/16 81/4 0.222 inch Through of top wood 24 head 40 -- plank diameter siding nail 60 - - - - - - 0-15 153 138 126 198 178 163 0.092" face nailed shank X through 2 x 4 20 153 135 123 198 174 159 HardiePlanke 5/16 581/4 0.222"HD X 16 plank wood 2.5"long 40 146 125 116 188 161 150 galv.nail overlap 60 138 120 112 178 155 145 0-15 143 130 118 185 168 152 0.092" face nailed shank X through 2 x 4 20 143 126 115 185 163 148 HardiePlanke 5/16 91/4 0.222"HD X 16 plank wood 2.5"long 40 137 117 108 177 151 139 galv.nail overlap 60 130 113 105 168 146 136 • ESR-22901 Most Widely Accepted and Trusted Page 20 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBCIIRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBCIIRC Wind Speed, (Basic Wind Speed, V„n10,11),2018 IBC V4.d3"12'") (Basic Design Wind Speed,V13.'4) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY YP THICK. WIDTH TE41B METHOD' TYPE''° (IN.) (FT.) B C D B C D 0-15 141 128 116 182 165 150 0.092" shank X face nailed 20 141 124 113 182 160 146 HardiePlanke 6/16 91/2 0.222"HD through plank 2 x 4 wood 16 X 2.5"long overlap 40 135 116 107 174 150 138 galv.nail 60 128 111 103 165 143 133 0-15 123 112 101 159 144 131 0.092" shank X face nailed 20 123 108 99 159 140 128 HardiePlanke 5/16 12 0.222"HD through plank 2 x 4 wood 16 X 2.5"long overlap 40 118 101 934 152 130 120 galv.nail 60 112 97 90 144 125 116 0-15 203 184 167 262 238 216 8d ring shank box face nailed 20 203 179 163 262 231 210 l,0.113x 4 HardiePlanke 5/16 581/4 n shank X" through plank 26 16 0.260"HD overlapwood 40 194 166 153 250 214 198 X 2.375"L 60 184 159 148 238 205 191 8d ring 0-15 166 151 137 214 195 177 shank box face nailed 20 166 146 134 214 188 173 l,0.113HardiePlanke 6/16 581/4 n shank X" through plank 2ox6 24 od 0.260"HD overlap 40 159 136 126 205 176 163 X 2.375"L 60 151 131 121 195 169 156 0-15 151 137 125 195 177 161 0.092" shank X face nailed 2 x 4 20 151 133 122 195 172 158 HardiePlanke 6/16 58'/4 0.222"HD through plank16 wood6 X 2"long overlap 40 145 124 115 187 160 148 galv.nail 60 137 119 111 177 154 143 0-15 187 170 154 241 219 199 0.092" shank X face nailed 2 x 4 20 187 165 151 241 213 195 HardiePlanke 6/16 581/4 0.222"HD through plank16 wood' X 2.5"long overlap 40 180 154 142 232 199 183 galv.nail 60 170 147 137 219 190 177 Attached 0-15 207 188 171 267 243 221 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 207 183 167 267 236 216 HardiePlanke 6/1s 5'/4 0.375"HD edge of plank structural attached ribbed wafer at12in.on panel per code 40 199 170 157 257 219 203 head screws center sheathing only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 183 161 147 236 208 190 HardiePlanke 5/16 61/4 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 176 150 139 227 194 179 head screws center sheathing only 60 166 144 134 214 186 173 Attached 0-15 165 150 136 213 194 176 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7116"WSP 20 165 145 133 213 187 172 HardiePlanke 5/15 7'/4 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 158 135 125 204 174 161 head screws center sheathing only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlanke 5/16 81/4 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per cods 40 144 123 114 186 159 147 head screws center sheathing only 60 136 118 110 176 152 142 • ESR-2290 I Most Widely Accepted and Trusted Page 21 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V4it10.11),2018 IBC V..d3''1275) (Basic Design Wind Speed,V17'10) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE4•'s METHOD' TYPEt s (IN.) (FT.) B C D B C D Attached 0-15 139 126 114 179 163 147 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/,6"WSP 20 139 122 112 179 158 145 HardiePlanke 5/is 91/4 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 133 114 105 172 147 136 head screws center sheathing only 60 126 109 101 163 141 130 Attached 0-15 145 132 120 187 170 155 0.090" blind nail to 7/16" shank X 0.215"HD X through top wood 7/16"WSP 20 145 128 117 187 165 151 HardiePlanke s/16 581/4 1.5"long edge of plank structural attached ring shank at 8 in.on panel per code 40 139 119 110 179 154 142 nails center sheathing 60 132 114 106 170 147 137 Attached 0-15 166 150 137 214 194 177 0.090" blind nail to 7/16" shank X 0.215"HD X through top wood 7/1s"WSP 20 166 146 133 214 188 172 HardiePlanke 5/16 581/< 1.5"long edge of plank structural attached ring shank at 6 in.on panel per code 40 159 136 125 205 176 161 nails center sheathing only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - to 7/16" shank, Face Nailed 0.221"HD, through the w°od7lls '/1s"WSP 20 100 88 129 114 - HardiePlank® 6/16 <91/z 1.5"long overlap at 12" structural attached panel per code 40 96 124 ring shank o.c. nails sheathing only ng 60 91 - - 117 - - HardieNail 0-15 161 146 132 207 188 171 Studless Siding blind nail Attached to 20 161 142 129 207 183 167 Fastener through top 116"wood 7116 "WSP HardiePlanke 5/16 51/4 (TetraGrip), edge of plank structural attached 40 154 132 122 199 170 157 .117"x at 12 in.on panel per code sheathing 1.125"x.3" center only (PART 60 146 126 117 188 163 152 #650867) HardieNail 0-15 146 133 120 189 171 156 Studless Attached Siding blind nail to 7/16" 20 146 129 118 189 166 152 Fastener through top wood 7/,6 WSP HardiePlanke 5/,6 5'/4 (TetraGrip), edge of plank structural attached 40 140 120 111 181 155 143 .117"x at 16 in.on panel per code 1.125"x.3" center sheathing (PART only 60 133 115 107 171 148 138 #650867) HardieNail 0-15 137 124 113 176 160 145 Studless Attached Siding blind nail to 7/16" 20 137 120 110 176 156 142 Fastener through top wood '/16"WSP HardiePlanke 5/16 51/4 (TetraGrip), edge of plank structural attached 40 131 112 103 169 145 134 .117"x at 20 in.on panel per code 1.125"x.3" center sheathing (PART only 60 124 108 100 160 139 129 #650867) HardieNail 0-15 130 118 107 168 152 138 Studless Attached Siding blind nail to 7/16" 20 130 115 105 168 148 135 Fastener through top wood '/16"WSP HardiePlanke 5/1s 51/4 (TetraGrip), edge of plank structural attached 40 125 107 99 161 138 127 .117"x at 24 in.on panel per code 1.125"x.3" center sheathing (PART only 60 118 102 95 152 132 123 #650867) HardieNail 0-15 148 135 122 192 174 158 Studless Attached Siding blind nail to'/16" 20 148 131 119 192 169 154 Fastener through top wood 7/16"WSP HardiePlanke 5/16 61/4 (TetraGrip), edge of plank structural attached 40 142 122 112 184 157 145 .117"x at 12 in.on panel per code 1.125"x.3" center sheathing (PART only 60 135 117 108 174 151 140 #650867) • ESR-2290 I Most Widely Accepted and Trusted Page 22 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBCIIRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, Va10."),2018 IBC Vasd3.9.1415) (Basic Design Wind Speed,V13'14) PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE616 METHOD' TYPE7e (IN.) (FT.) B C D B C D HardieNail Attached to 0-15 134 122 111 173 157 143 StuFless asteneding br thrlind oughtop 7/16"wood 7il /1fi (TetraGrip), edge of "WSP 20 134 118 108 173 153 139 HardiePlank® 5/16 61/4structural panel attached .117"x 1.125"x plank at 16 sheathing per code 40 129 110 102 166 142 131 3"(PART in.on center only 60 122 106 98 157 136 127 #650867) HardieNail Attached to 0-15 125 113 103 161 146 133 Studless Fastener ding bthrlind nailough top 7/+s"wood 7/16"WSP 20 125 110 100 161 142 130 HardiePlank® 5/16 6V4 (TetraGrip), edge of structural attached .117"x 1.125"x plank at 20 panel per code 40 120 102 94 154 132 122 3"(PART in.on center sheathing #650867) only 60 113 98 91 146 127 118 HardieNail 0-15 118 107 97 152 138 126 Studless Siding blind nail Attached to Fastener through top 7/+6"wood 7/16 WSP 20 118 104 95 152 134 123 HardiePlank® 5/16 6+/4 (TetraGrip), edge of structural attached .117"x 1.125"x plank at 24 panel per code 40 113 97 89 146 125 115 .3"(PART in.on center sheathing #650867) only 60 107 93 86 138 120 111 HardieNail Attached to 0-15 140 127 115 180 164 149 Studless lastenedring thrlind oughtop 7/16"wood il 7/16"WSP 20 140 123 113 180 159 145 HardiePlank® 5/16 71/4 (TetraGrip), edge of structural attached .117"x 1.125"x plank at 12 panel per code 40 134 115 106 173 148 137 .3"(PART in.on center sheathing #650867) only 60 127 110 102 164 142 132 HardieNail Attached to 0-15 125 114 103 162 147 134 StudlessSiding throind ugh hil 7/16"wood 7/16"WSP 20 125 111 101 162 143 130 9 top structural HardiePlank® 5/16 71/4 (TetraGrip), edge of panel attached .117"x 1.125"x plank at 16 per code 40 120 103 95 155 133 123 .3"(PART in.on center sheathing #650867) only 60 114 99 92 147 128 118 HardieNail Attached to 0-15 116 105 96 150 136 123 StudlessSiding thrlind oughtop il 7/16"wood 7/16 "WSP 20 116 102 93 150 132 121 HardiePlank® 5/16 71/4 (TetraGrip), edge of structural attached .117"x 1.125"x plank at 20 panel per code 40 111 95 88 144 123 113 .3"(PART in.on center sheathing #650867) only 60 105 91 - 136 118 HardieNail 0-15 109 99 90 141 128 116 Studless Siding blind nail Attached to Fastener through top /+6"wood 7/+s'WSP 20 109 96 88 141 125 114 ® s (TetraGrip), structural HardiePlank® /16 7/4 edge of panel attached .117"x 1.125"x plank at 24 per code 40 105 90 136 116 .3"(PARTsheathing in.on center #650867) only 60 99 86 - 128 111 HardieNail Attached to 0-15 133 121 110 172 156 142 Stuind nail dless Siding thrlough top 7/+6"wood 7/16"WSP 20 133 117 107 172 152 138 structural HardiePlank® 5/1e 81/4 (TetraGrip), edge of panel attached .117"x 1.125"x plank at 12 per code 40 128 109 101 165 141 130 3"(PART in.on center sheathing #650867) only 60 121 105 97 156 135 126 HardieNail Attached to 0-15 119 108 98 154 139 127 StudlessSiding through hil 7/16 "wood 7/16"WSP 20 119 105 96 154 136 124 g top structural HardiePlank® 6/16 81/4 (TetraGrip), edge of panel attached .117"x 1.125"x plank at 16 per code 40 114 98 90 147 126 116 .3"(PART in.on center sheathing #650867) only 60 108 94 87 139 121 112 • ESR-2290 I Most Widely Accepted and Trusted Page 23 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, V„n7011),2018 IBC V,3,9,12,15 (Basic Design Wind Speed,V13'") PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE476 METHOD' TYPE''8 (IN.) (FT.) B C D B C D HardieNail Attached 0-15 110 99 90 141 128 117 Studless Siding blind nail to 7/16" Fastener through top wood 7/l6"WSP 20 110 97 88 141 125 114 HardiePlank® 5/16 81/4 (TetraGrip), edge of structural attached .117"x 1.125"x plank at 20 panel per code 40 105 90 - 136 116 - .3"(PART in.on center sheathing #650867) only 60 99 86 - 128 111 - HardieNail Attached 0-15 103 93 - 133 120 - Studless Siding blind nail to 7/16" Fastener through top wood 7/16"WSP 20 103 91 - 133 117 - HardiePlank® 5/16 8/4, (TetraGrip), edge of structural attached .117"x 1.125"x plank at 24 panel per code 40 99 - - 127 - - .3"(PART in.on center sheathing #650867) only 60 93 - - 120 - - HardieNail Attached 0-15 128 116 106 165 150 136 Studless Siding blind nail to 7/16" 7 128 113 103 165 146 133 Fastener through top wood /16"WSP 20 HardiePlank® 5/16 91/4 (TetraGrip), edge of structural attached 123 105 97 159 136 125 .117"x 1.125"x plank at 12 panel per code 40 .3"(PART in.on center sheathing 60 116 101 94 150 130 121 #650867) only HardieNail Attached 0-15 114 103 94 147 133 121 Studless Siding blind nail to 7/16" 114 100 92 147 130 118 Fastener through top wood /16"WSP 20 HardiePlank® 5/16 91/4 (TetraGrip), edge of structural attached 109 93 86 141 121 111 .117"x 1.125"x plank at 16 panel per code 40 .3"(PART in.on center sheathing 60 103 90 - 133 116 - #650867) only HardieNail Attached 0-15 104 95 86 135 122 111 Studless Siding blind nail to 7/16" 104 92 135 119 Fastener through top wood /16'WSP 20 HardiePlank® 5/16 91/4 (TetraGrip), edge of structural attached 100 86 129 111 .117"x 1.125"x plank at 20 panel per code 40 .3"(PART in.on center sheathing 95 - - 122 - - #650867) only 60 HardieNail Attached 0-15 98 89 - 126 114 - Studless Siding blind nail to 7/16" Fastener through top wood 7/16"WSP 20 98 86 - 126 111 - HardiePlank® 5/16 914 (TetraGrip), edge of structural attached 94 121 .117"x 1.125"x plank at 24 panel per code 40 - .3"(PART in.on center sheathing 89 _ - 114 - - #650867) only 60 • ESR-2290 I Most Widely Accepted and Trusted Page 24 of 31 TABLE 4--MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBCIIRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, W810•11),2018 IBC V„d3'917-75) (Basic Design Wind Speed,V”,") PRODUCTSTUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE476 METHOD' TYPE'•° (IN.) (FT.) B C D B C D 0-15 184 167 152 238 216 196 0.092" blind nail shank X 20 184 162 148 238 209 191 Artisan°Lap 5/8 5114 0.225"HD X through top 2X4 16 2.25"long edge of Wood' 40 177 151 140 229 195 181 galv.Nail plank 60 167 145 135 216 187 174 0-15 135 122 111 174 158 143 0.092" blind nail shank X 20 135 119 108 174 154 139 Artisan°Lap 5/8 71/4 0.225"HD X through top 2X4 16 2.25"long edge of Wood' 40 129 111 102 167 143 132 galv.Nail plank 60 122 106 98 158 137 127 0-15 117 106 96 151 137 124 0.092" blind nail shank X 20 117 103 94 151 133 121 Artisan°Lap 5/5 8'/a 0.225"HD X through top 2X4 16 2.25"long edge of Wood' 40 112 96 88 145 124 114 galv.Nail plank 60 106 92 85 137 119 110 0-15 132 119 109 170 154 141 0.092" blind nail shank X 20 132 116 106 170 150 137 Artisan°Lap 5/8 51/4 0.225"HD X through top 2X4 24 2.25"long edge of Wood' 40 126 108 100 163 139 129 galv.nail plank 60 119 104 96 154 134 124 0-15 99 90 - 128 116 - 0.092" blind nail shank X 20 99 87 - 128 112 - Artisan°Lap 5/8 71/4 0.225"HD X through top 2X4 24 2.25"long edge of Wood' 40 95 - - 123 - - galv.nail plank 60 90 - - 116 - - 0-15 88 - - 114 - - 0.092' blind nail shank X through to 2X4 20 88 - - 114 - - Artisan°Lap 5/8 81/a 0.225"HD X edge of p Wood' 24 2.25"long 40 - - - - - - galv.nail plank 60 - - - - - - Min. 0-15 184 167 151 237 215 195 blind nail No.20 ET&F pin ga.x 20 184 162 148 237 209 191 Artisan°Lap 5/8 51/4 0.100"x 1.5" through top 3.62"x 16 x 0.313"HD edge of 1.375" 40 176 151 139 228 195 180 plank Metal C-stud 60 167 145 134 215 187 173 Min. 0-15 149 135 123 192 175 159 blind nail No.20 ET&F pin ga.x 20 149 131 120 192 170 155 through top Artisan® 8 Lap /8 71/4 0.100"x 1.5" edge of 3.62"x 16 x 0.313"HD plank 1.375" 40 143 122 113 185 158 146 Metal C-stud 60 135 117 109 175 151 141 Min. 0-15 136 124 112 176 160 145 • blind nail No.20 ET&F pin ga.x 20 136 120 110 176 155 142 through top Artisan® 8 Lap /8 8'4 0.100"x 1.5" edge of 3.62"x 16 x 0.313"HD plank 1.375" 40 131 112 103 169 144 133 Metal C-stud 60 124 107 100 160 138 129 Min.No. 0-15 162 147 134 209 190 173 blind nail 20 ga.x ET&F pin 20 162 143 131 209 185 169 Artisans Lap 5/8 5'4 0.100"x 1.5" through top 3.62"x 24 x 0.313"HD edge of 1.375" 40 156 133 123 201 172 159 plank Metal C- stud 60 147 128 119 190 165 153 • ESR-2290 I Most Widely Accepted and Trusted Page 25 of 31 TABLE 4—MAXIMUM WIND SPEEDS FOR EXPOSURE CATEGORY(mph)(Continued) 2015 IBC/IRC.2018 2012 IRC,2009 IRC and 2012 IBC IBC/IRC,2006 (Ultimate Design IBC/IRC Wind Speed, (Basic Wind Speed, Von10'11),2018 IBC Vaad3'912") (Basic Design Wind Speed,Vt3''4) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME SPACING HEIGHT CATEGORY CATEGORY THICK. WIDTH TYPE*" METHOD= TYPE1•' (IN.) (FT.) B C D B C D Min.No. 0-15 134 122 111 174 158 143 ET&F pin blind nail 20 ga.x PO 134 119 108 174 153 140 Artisan Lap 5/8 71/4 0.100"x 1.5" through top3.62"x 24 x 0.313"HD edge of plank 1'375" Metal 40 129 110 102 167 142 131 C-stud 60 122 106 98 158 137 127 Min.No. 0-15 128 116 106 165 150 136 ET&F pin blind nail 20 ga.x 20 128 113 103 165 146 133 Artisan°Lap 5/5 81/4 0.100"x 1.5" through top3.62"x 24 x 0.313"HD edge of plank Metall 1.375. 40 123 105 97 159 136 125 C-stud 60 116 101 94 150 130 121 Min.No. 0-15 181 164 149 234 212 192 No.8 X 1- 20 ga.x "5/8"long X blind screw 20 181 159 146 234 205 188 Artisan°Lap 5/e 5'/4 0.323"HD through top3.62x 16 ribbed bugle edge of plank 1'375" 40 174 148 137 225 191 177 head screw Metal C-stud 60 164 142 132 212 183 170 Min.No. 0-15 157 142 129 203 183 167 No.8X1- 20ga.x 5/8"long X blind screw 3.62"x 20 157 138 126 203 178 163 Artisan°Lap 5/e 71/4 0.323"HD through top 1.375" 16 ribbed bugle edge of plank Metal 40 150 128 119 194 165 154 head screw C-stud 60 142 123 114 183 159 147 Min. 0-15 149 135 123 192 174 159 No.8 X 1- No.20 5/8"long X blind screw ga.x 20 149 131 120 192 169 155 Artisan°Lap 5/8 8'/4 0.323"HD through top 3.62"x 16 ribbed bugle edge of plank 1.375" 40 143 122 113 185 158 146 head screw Metal C-stud 60 135 117 109 174 151 141 Min. 0-15 180 163 148 232 210 191 No.8 X 1- No.20 5/8"long X blind screw ga.x 20 180 158 145 232 204 187 Artisan')Lap 5/e 5'/4 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1.375" 40 172 147 136 222 190 176 head screw Metal C-stud 60 163 141 131 210 182 169 Min. 0-15 144 130 118 186 168 152 No.8 X 1- No.20 5/8"long X blind screw ga.x 20 144 127 116 186 164 150 Artisan°Lap 5/8 71/4 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1.375" 40 138 118 109 178 152 141 head screw Metal C-stud 60 130 113 105 168 146 136 Min. 0-15 132 119 108 170 154 139 No.8 X 1- No.20 5/8"long X blind screw ga.x 20 132 116 106 170 150 137 Artisan°Lap 5/e 8'/4 0.323"HD through top 3.62"x 24 ribbed bugle edge of plank 1.375" 40 126 108 100 163 139 129 head screw Metal C-stud 60 119 104 96 154 134 124 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater,unless otherwise noted. 2Face=Fastened through the overlapping plank.Blind=Fastened through the top edge of single plank. 3Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Ka=1,Kd=0.85,GCp,=0.18.,GCp=-1.4. 4ET&F pin fasteners have knurled shanks. 'Fastener length shall be sufficient to penetrate back side of the minimum 7/16"WSP sheathing by at least%"for nails or 3 full threads for screws. 'Values are for species of wood having a specific gravity of 0.50 or greater. 'Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy=33 ksi. 'Vasa=nominal design wind speed. 10V,,n=ultimate design wind speed. "Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 122015 and 2012 IBC Section 1609.3.1,Eqn.16-33, Vase=Vv,'0.6 "V=basic design wind speed 14Wind speed design assumptions per Section 30.3,of ASCE 7-16:Ka=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 152018 IBC Section 1609.3.1,Eqn.16-33, Vasd=V 0.6 "Smooth-shank stainless steel nails are outside of the scope of this report • ESR-2290 I Most Widely Accepted and Trusted Page 26 of 31 TABLE 5-(V..d 100 MPH;V„i,/V 129 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1•2.4,5 Building <61/2-inch wide 7114-&7'/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 24 24 24 24 24 24 21 24 23 19 20 24 24 24 24 24 23 24 24 20 24 21 18 30 24 24 24 24 24 21 24 22 19 24 20 17 40 24 24 23 24 24 20 24 21 18 24 19 16 50 24 24 22 24 22 19 24 20 17 24 18 15 60 24 24 22 24 22 19 24 19 17 23 17 15 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 'Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in., shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in., length=1.5 in.),Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3 Maximum nominal design wind speed(Vaal)shall be 100 mph.Maximum ultimate design wind speed(Vo)and basic design wind speed(V)shall be 129 mph. 'Interpolation of spacing to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6-(V...1110 MPH;V„i,/V 142 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'24,5 Building <61l2-inch wide 71/4-&71/2-inch wide 8-&8V4-inch wide 9V4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 'Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed(V..d)shall be 110 mph Maximum ultimate design wind speed(Vo)and basic design wind speed(V)shall be 142 mph. 4lnterpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7-(Vaal 120 MPH;V„„/V 155 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1•3,4 Building <61/2-inch wide 71/4-&7112-inch wide 8-&8'/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.). Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 'Artisan"9 Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.5 in.). 'Maximum nominal design wind speed(Vaal)shall be 120 mph.Maximum ultimate design wind speed(Vut)and basic design wind speed(V)shall be 155 mph. 4lnterpolation to address building height and other plank widths is permitted. 'The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 27 of 31 TABLE 8-(Vaad 130 MPH;V„It/V 168 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1,2,45 Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height Exposure Exposure Exposure Exposure (feet) B C D B C D B C D B C D 0-15 24 20 16 21 17 14 18 15 12 16 14 11 20 24 19 15 21 16 13 18 14 12 16 13 11 30 24 17 14 21 15 12 18 13 11 16 12 10 40 22 16 14 19 14 12 17 12 11 15 11 9 50 21 15 13 18 13 11 16 12 10 14 11 9 60 20 15 13 17 _ 13 11 15 11 10 13 10 9 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head dia.=0.30 in.,shank dia.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length='1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed shall be 130 mph.Maximum ultimate design wind speed(Vo)and basic design wind speed(V)shall be 168 mph. °Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-(Vasd 140 MPH;V„it/V 181 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2,4,5 Building <6'/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 21 17 14 18 15 12 16 13 11 14 12 10 20 21 16 13 18 14 12 16 12 10 14 11 9 30 21 15 12 18 13 11 16 11 10 14 10 9 40 19 14 12 16 12 10 15 11 9 13 9 8 50 18 13 11 15 11 10 14 10 9 12 9 8 60 17 13 11 15 11 10 13 10 9 12 9 8 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 1HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(V„a)and basic design wind speed(V)shall be 181 mph. °Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10-(Va,4 150 MPH;V,dt/V 194 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2,4.5 Building <61l2-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 18 15 12 16 13 11 14 11 9 12 10 8 20 18 14 12 16 12 10 14 11 9 12 10 8 30 18 13 11 16 11 9 14 10 8 12 9 7 40 16 12 10 14 10 9 13 9 8 11 8 7 50 15 12 10 13 10 9 12 9 8 11 8 7 60 15 11 10 13 10 8 11 8 7 10 8 7 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 1HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head dia.=0.30 in.,shank dia.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=1.25 in.). 2Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 ir..),or Jaaco NailPro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed shall be 150 mph.Maximum ultimate design wind speed(V„it)and basic design wind speed(V)shall be 194 mph. 'Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 28 of 31 TABLE 11—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2015 IBC/IRC,2018 IRC,and 2012 IRC,2009 IBC/IRC,2006 2012 IBC IBCIIRC (Ultimate Design Wind Speed, (Basic Wind Speed,V.,d''2'S°) V,,K3.4),2018 IBC(Basic Design Wind Speed,V°•7) Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener TypeFastener Location Building B C B C (feet) 0-15 126 110 163 142 8 inch exposure 20 126 105 163 136 2 roofing nails 9 inches from 40 126 95 163 123 butt edge 60 126 89 163 115 0-15 126 126 163 163 7 inch exposure 20 126 121 163 156 2 roofing nails 8 inches from 40 126 110 163 142 ,5 Min.0.121 in.shank x butt edge Minimum /�2 inch thick 60 126 105 163 136 I complyingwith DOC 0.371 in.HD x 1/a in.long plywood corrosion resistant roofing 0-15 126 126 163 163 PS 1-95Nail 6inch exposure 20 126 126 163 163 2 roofing nails 7 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 0-15 126 126 163 163 5inch exposure 40 126 126 163 163 2 roofing nails 6 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2Vasd=nominal design wind speed. 3V„n=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, Vasd=Vult 0.6 6 V=basic design wind speed 7 Wind speed design assumptions per Section 30.3,of ASCE 7-16:Ku=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 8 2018 IBC Section 1609.3.1,Eqn.16-33, Vasd=V 0.6 9 Smooth-shank stainless steel nails are outside of the scope of this report TABLE 12—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETM (NEW HARDIESHINGLETN) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2015 IBC/IRC,2018 IRC,and 2012 IRC,2009 IBC/IRC,2006 2012 IBC IBCIIRC (Ultimate Design Wind Speed, (Basic WInd Speed,V..d''2'5') V,a''4),2018 IBC(Basic Design Wind Speed,V") Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building B C B C (feet) 0-15 126 89 163 115 8inch exposure Y0 126 89 163 115 2 siding nails 9 inches from 40 105 85 136 110 butt edge 60 100 129 0-15 126 105 163 136 7 inch exposure 20 126 100 163 129 2 siding nails 8 inches from 95 156 123 Min.0.091 in.shank x butt edge 40 12160 1 16 89 150 123 Minimum /is inch thick OSB i 0.221 in.HD x 1/2 in.long sheathing complying with 0-15 126 116 163 150 DOC-PS 2-95 corrosion resistant siding 6 inch exposure 20 126 110 163 142 Nail 2 siding nails 7 inches from 40 126 105 163 136 butt edge 60 126 95 163 123 0-15 126 116 163 150 5 inch exposure 20 126 110 163 142 2 siding nails 6 inches from 40 126 105 163 136 butt edge 60 126 95 163 123 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2Va.0=nominal design wind speed. 3V„n=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, Vasd=V„ir Vir..6 6 V=basic design wind speed 7 Wind speed design assumptions per Section 30.3,of ASCE 7-16:Ke=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 8 2018 IBC Section 1609.3.1,Eqn.16-33, Vasd=V../T:176- 9 Smooth-shank stainless steel nails are outside of the scope of this report ESR-2290 I Most Widely Accepted and Trusted Page 29 of 31 TABLE 13—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETU(NEW HARDIESHINGLET"') INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2015 IBC/IRC,2018 IRC, 2012 IRC,2009 and 2012 IBC IBC/IRC,20061BC/IRC (Ultimate Design Wind (Basic Wind Speed, Speed,V„n''4),2018 IBC V..d''2'S'') (Basic Design Wind Height Exposure Category Exposure Category Sheathing Type Siding Fastener Weather Exposure and of Type Fastener Location Building B C B C (feet) 8 inch exposure, 0-15 116 116 150 150 3 nails for shingles greater than 8 in.wide,2 nails for 20 110 110 142 142 shingles 8 in.wide and 40 100 100 129 129 narrower,9 inches from drip 60 95 95 123 123 7 inch exposure 0-15 126 126 163 163 3 nails for shingles greater 20 121 121 156 156 Minimum 711x inch thick Min.0.091 in.shank than 8 in.wide,2 nails for 40 110 110 142 142 OSB sheathing x 0.221 in.HD x 1'/2 shingles Bin.wide and 60 105 105 136 136 complying with DOC- in.long corrosion 6 inch exposure 0-15_ 126 126 163 163 PS 2-95 resistant siding Nail 3 nails for shingles greater 20 126 126 163 163 than 8 in.wide,2 nails for 40 126 126 163 163 shingles Bin.wide and 60 121 121 156 156 5inch exposure 0-15 126 126 163 163 3 nails for shingles greater 20 126 126 163 163 than 8 in.wide,2 nails for 40 126 126 163 163 shingles Bin.wide and 60 121 121 156 156 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2Vasd=nominal design wind speed. No=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 BC Section 1609.3.1,Eqn.16-33, Vasd=V„tr 0.6 6 V=basic design wind speed 7 Wind speed design assumptions per Section 30.3,of ASCE 7-16:Kn=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 8 2018 IBC Section 1609.3.1,Eqn.16-33, Vasd=V 0.69 Smooth-shank stainless steel nails are outside of the scope of this report ES ICC-ES Evaluation Report ESR-2290 CBC and CRC Supplement Reissued March 2018 Revised December 2019 This report is subject to renewal March 2020. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. EVALUATION SUBJECT: HARDIESHINGLETM(NEW HARDIESHINGLE®)PANELS, HARDIEPLANKTM LAP SIDING,ARTISAN® LAP SIDING, AND HARDIESHINGLETM(NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE°) INDIVIDUAL SHINGLES, recognized in ICC-ES master evaluation report ESR-2290, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2016 California Building Code®(CBC) • 2016 California Residential Code®(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETM (NEW HARDIESHINGLE°) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE") INDIVIDUAL SHINGLES described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CBC Chapter 14, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 14, 17, and 17A, as applicable. The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code` (IBC) provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code®(IRC)provisions noted in the master report. The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland–Urban Interface Area requires installation in !CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed /co as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as \f / to any finding or other matter in this report,or as to any product covered by the report. Copyright©2019 ICC Evaluation Service,LLC. All rights reserved. Page 30 of 31 ESR-2290 I Most Widely Accepted and Trusted Page 31 of 31 accordance with the 2015 International Residential Code° (IRC) provisions of the master report and the additional requirements of CRC Sections R337.1.3.1 and R337.7, as applicable. The products recognized in this supplement have not been evaluated for compliance with the International Wildland—Urban Interface Code®. This supplement expires concurrently with the master report, reissued March 2018 and revised December 2019. OFFICE COPY Florida Product Approval HardiePlank® Lap Siding • For use inside HVHZ: HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, c HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2683-17, RIO-2687-17, or RIO-2688-17. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. r Plank I/ >L La Siding 0 . a JamesHardie Hardie p EFFECTIVE MAY 2016 INSTALLATION REQUIREMENTS-PRIMED&COLORPLUS® PRODUCTS Visit www.hardieinstallation.com for the most recent version. SELECT CEDARMILL°•SMOOTH •CUSTOM COLONIAL—SMOOTH • CUSTOM COLONIAL`"ROUGHSAWN CUSTOM BEADED CEDARMILL°•CUSTOM BEADED SMOOTH •STRAIGHT-EDGE SHINGLE PLANK IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES,AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONETM PRODUCT INSTRUCTIONS. INSTALLATION OF HZ1 O®PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONETM APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE&HANDLING: © CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS to installation.Installing siding wet or 1.Position cutting station so that wind will blow dust away from user 1.Cut only using score and snap,or shears(manual,electric or pneumatic). and others in working area. 2.Position cutting station in well-ventilated area saturated may result in shrinkage at butt 2.Use one of the following methods: joints.Carry planks on edge. Protect a.Best: i.Score and snap edges and corners from breakage.James ii.Shears(manual,electric or pneumatic) -NEVER use a power saw indoors Hardie is not responsible for damage b.Better: i.Dust reducing circular saw equipped with a -NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark caused by improper storage and handling HardieBlade saw blade and HEPA vacuum extraction -NEVER dry sweep-Use wet suppression or HEPA Vacuum of the product. c.Good: i.Dust reducing circular saw with a HardieBlade saw bladel (only use for low to moderate cutting) Important Note:For maximum protection lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. r ( NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements.If concern still exists about exposure levels or you =y` do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. so083 105 GENERAL REQUIREMENTS: • HardiePlank`lap siding can be installed over braced wood or steel studs spaced a maximum of 24 in.o.c.or directly to minimum 7/16 in.thick OSB sheathing.See general fastening requirements.Irregularities in framing and sheathing can mirror through the finished application. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jamehardie.com • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap$Weather Barrier,a non-woven non-perforated housewrap',which complies with building code requirements. • When installing James Hardie products all clearance details in figs.3-14 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes- typically a minimum of 6 in.in the first 10 ft.. Figure 1 Double Wall Single Wall • Do not use HardiePlank lap siding in fascia or trim applications. Construction Construction • Do not install James Hardie products,such that they may remain in contact with standing water water-resistive barrier let-in bracing plywood or 24 in.o.c.max. • HardiePlank lap siding may be installed on flat vertical wall applications only. OSB sheathing �i/I • For larger projects,including commercial and multi-family projects,where the span of the wall is significant in length,the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. I,`r-1-11)1'PP These values can be found in the Technical Bulletin"Expansion Characteristics ofJames Hardie'Siding Products"at www.JamesHardie.com.• DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products.INSTALLATION: JOINT TREATMENTFigure 2 Nail line(If nail One or more of the following joint treatment options stud line is notare required by code(as referenced 2009 IRC present place R703.10.2) ' be weer betwnen 3/4 A.Joint Flashing(James Hardie recommended) _— in.&1^from B.Caulking'(Caulking isnot recommended INa/8 in.from top of plank) / ‘igrid for ColorPlus for aesthetic reasons as the edge of plankCaulking and ColorPlus will weather wafer-resistive differently.Far the same reason, flashing barrier do not caulk nail heads on ° HardieZone— .°° ° fastener ColorPlus products.) HardiePlank'siding o o ° o o Install a 1 1/4 in.starter strip to C."H" jointer cover °°°• o ensure a consistent plank angle install planks in 0 0 moderate contact at butt joints leave appropriate gap between planks and trim,then caulk."' Note:Field painting over caulking may produce a sheen difference when compared to the field painted PrimePlus. *Refer to Caulking section in these instructions. 'For additional information on HardieWrap®Weather Barrier,consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie°products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by ARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling:(1)work in outdoor areas with ample ventilation;(2)use fiber cement shears for cutting or,where not feasible,use a HardieBladee saw blade and dust-reducing circular saw attached to a NEPA vacuum;(3)warn others in the immediate area;(4)wear a properly-fitted,NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use HEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1.800-9HARDIE(1-800-942-7343). FAILURETOADHERE TO OUR WARNINGS,MSDS,AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. HS11119-P1/4 05/16 y t: CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path,Steps to Siding 1 �� Z-Flashing c�t d, x4 in ') + Min./ in. F— Min Do not caulk j '�/I Ir 0 in. 1 in.-2T 01 1 in.-2 in. Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry fir,,,,. / L-Flashing ;Ilya „.,„0, . Z-Flashing Z FI:•hing ._ -- Z-FI..hing Min .. —jijjjIIIi_Li/ '0 leiii4o, 6 in. 1'e R ' n.tl+in. -- Min. in. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension (Recommended in HZ10) 7-Fla I.•. '—'7' 0Extend shingle: i' Min.Y4 i r7.4)- at lest 1 Iflour Di •: caulk from;the fascia V7 •�!! when Buttals ,�. /i' are present // - FASTENER REQUIREMENTS** Blind Nailing is the preferred method of installation for HardiePlanke lap siding products.Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing(Please see JH Tech bulletin 17 for exemption when doing a repair).Pin-backed corners may be done for aesthetic purposes Only.Pin-backs shall be done with finish nails only,and are not a substitute for blind or face nailing. BLIND NAILING FACE NAILING Nails-Wood Framing Nails-Wood Framing •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) •6d(0.113 in.shank x 0.267 in.HD x 2 in.long) •11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.25 in.long) •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) Screws-Steel Framing Screws-Steel Framing •Ribbed Wafer-head or equivalent(No.8 x 1 1/4 in.long x 0.375 in.HD)Screws •Ribbed Bugle-head or equivalent(No.8-18 x 1-5/8 in.long x must penetrate 3 threads into metal framing. 0.323 in.HD)Screws must penetrate 3 threads into metal framing. Nails-Steel Framing Nails-Steel Framing •ET&F Panelfasta nails or equivalent(0.10 in.shank x 0.313 in.HD x 1-1/2 in. •ET&F pin or equivalent(0.10 in.shank x 0.25 in.HD x 1-1/2 in.long) long) Nails must penetrate minimum 1/4 in.into metal framing. Nails must penetrate minimum 1/4 in.into metal framing. OSB minimum 7/16 in. OSB minimum 7116 in. •Siding nail(0.09 in.shank x 0.221 in.HD x 1-1/2 in.long)* •11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.75 in.long) 24 In •Ribbed Wafer-head or equivalent(No.8 x 1 5/8 in.long x 0.375 in.HD). Stod O.C.max. ,\ swdza° V O.C.max ii)MP Figure 15 Figure 16 1 1/4 in.min. .`�.�'.'. — overlap pig 'y Minimum overlap I �_. - . "�� j for Both Face ( I -o Nail Line/ — and Blind Nailing i - - - ' / 3/4 in.-1 H. - - ',.0 Blind Nail .- � c face nail min.1 1/4 in. ,II overlap - i 1 —f r I'�'I j water resistive Water Resistive barrier 1 1/4"min. Barrier Overlap Laminate sheet to be removed immediately after installation of each course for ColorPluse products. * When face nailing to OSB,planks must be no greater than 91/4 in.wide and fasteners must be 12 in.o.c.or less. "Also see General Fastening Requirements;and when considering alternative fastening options refer to James Hardie Technical Bulletin USTB 17-Fastening Tips for HardiePlanke Lap Siding. HS11119-P214 05/16 • 1.1110 GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant,galvanized,or stainless steel. James Hardie products can be hand nailed or fastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the James Hardie recommends the use of quality,hot-dipped galvanized nails. fastener is driven snug with the surface of the siding.A flush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment on the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when installing James Hardie® depth the nail is driven.If setting the nail depth proves difficult,choose a products near the ocean,large bodies of water,or in very humid climates. setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer-Does not apply for installation to steel framing). Manufacturers of ACQ and CA preservative-treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACQ or CA preservative-treated wood and aluminum products.Fasteners used to attach 'i 1 countersunk, HardieTrim Tabs to preservative-treated wood shall be of hot dipped ` fill&add nail zinc-coated galvanized steel or stainless steel and in accordance to 2009 IRC snug flush DO NOT DO NOT R317.3 or 2009 IBC 2304.9.5. Figure A Figure B under drive nails staple • Consult applicable product evaluation or listing for correct fasteners type PAINTING and placement to achieve specified design wind loads. • NOTE:Published wind loads may not be applicable to all areas where Local DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie® Building Codes have specific jurisdiction.Consult James Hardie Technical Products.James Hardie products must be painted within 180 days for primed Services if you are unsure of applicable compliance documentation. product and 90 days for unprimed.100%acrylic topcoats are recommended. • Drive fasteners perpendicular to siding and framing. Do not paint when wet.For application rates refer to paint manufacturers • Fastener heads should fit snug against siding(no air space).(fig.A) specifications.Back-rolling is recommended if the siding is sprayed. • Do not over-drive nail heads or drive nails at an angle. CUT EDGE TREATMENT • If nail is countersunk,fill nail hole and add a nail.(fig.B) • For wood framing,under driven nails should be hit flush to the plank with a Caulk,paint or prime all field cut edges.James Hardie touch-up kits are hammer(For steel framing,remove and replace nail). required to touch-up ColorPlus products. • NOTE:Whenever a structural member is present,HardiePlank should be CAULKING fastened with even spacing to the structural member.The tables allowing direct to OSB or plywood should only be used when traditional framing is For best results use an Elastomeric Joint Sealant complying with ASTM C920 not available. Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM • Do not use aluminum fasteners,staples,or clipped head nails. C834.Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP&LAMINATE •Care should be taken when handling and cutting James Hardie®ColorPlus®products.During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. •Touch up nicks,scrapes and nail heads using the ColorPlus®Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardiePlank'lap siding with ColorPlus Technology. •Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlus®product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE®SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary •100%acrylic topcoats are recommended •DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products. •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature •DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section HS11119-P3/4 05/16 y ! = COVERAGE CHART/ESTIMATING GUIDE Number of 12 ft.planks,does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK*LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9112 12 (1 SQ=100 sq.ft.) (exposure) 4 5 6 6114 6 314 7 8 8114 10 3/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide.Actual usage is subject to variables such as building design.James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-2290,HardiePlank®lap siding is recognized as a suitable alternate to that specified in:the 2006,2009,62012 International Residential Code for One- and Two-Family Dwellings,and the 2006,2009,&2012 International Building Code,.HardiePlank lap siding is also recognized for application in the following:City of Los Angeles Research Report No.24862,State of Florida listing FL#889,Dade County,Florida NOA No.02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MEA 223-93-M,and California DSA PA-019.These documents should also be consulted for additional information concerning the suitability of this product for specific applications. ©2016 James Hardie Building Products.All rights reserved. Additional Installation Information, Jamess and denote trademarks or is registered trademarks of Warranties,and Warnings are available at of Jam s Har i Technology y Limited.is a registered trademark g JamesHardie of James Hardie technology Limited. WWW.)ameShafdle.CAm Panelfast is a registered trademark of ET&F Fastening Systems,Inc. HS11119-P4/4 05/16 OFFICE COPY Florida Product Approval HardiePanel® Siding • For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. U HardiePanel®Ii71O JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 — I INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY-PRIMED&COLORPLUS PRODUCTS Visit www.iameshardie.com for the most recent version. SMOOTH • CEDARMILL© - SELECT SIERRA 8 " STUCCO IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ10TM PRODUCTS OUTSIDE AN HZ1 O®LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPUES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE&HANDLING: P CUTTING INSTRUCTIONS Store flat and keep dry and OUTDOORS INDOORS covered prior to installation.Installing 1.Position cutting station so that wind will blow dust away from user 1.Cut only using score and snap,or shears(manual,electric or pneumatic). and others in working area. 2.Position cutting station in well-ventilated area siding wet or saturated may result in 2.Use one of the fdlowing methods: shrinkage at butt joints.Carry planks a.Best i.Score and snap on edge. Protect edges and corners ii.Shears(manual,electric or pneumatic) -NEVER use a power saw indoors from breakage.James Hardie is not b.Better: i.Dust reducing circular saw equipped with a -NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark 9 HardieBlade'saw blade and HEPA vacuum extraction -NEVER dry sweep—Use wet suppression or HEPA Vacuum responsible for damage caused c.Good: i.Dust reducing circular saw with a HardieBlade saw blade by improper storage and handling of (only use for low to moderate cutting) the product. Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. - 7--11— NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available _ at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements.If concem still exists about exposure levels or you do not cornwith the above practices,you should always consult aqualified industrial ply ys hygienist or contact James Hardie for further information. sooes,os GENERAL REQUIREMENTS: I • These instructions to be used for residential single family installations only.For Commercial/Multi-Family installation requirements go to www.JamesHardieCommercial.com • HardiePanel®vertical siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.See genemal fastening requirements.Irregularities in framing and sheathing can mirror through the finished application.James Hardie recommends installing HardiePanel on a capillary break(rainscreen/furring)as a best practice. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jamehardie.com • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration.James Hardie does manufacture HardieWrap®Weather Barrier,a non-woven non-perforated housewrapl,which complies with building code requirements. • When installing James Hardie products all clearance details in figs.5,6,7,8,9,10&11 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes-typically a minimum of 6"in the first 10'. • Do not install James Hardie products,such that they may remain in contact with standing water. • HardiePanel vertical siding may be installed on vertical wall applications only. • DO NOT use HardiePanel vertical sidin_g in Fascia or Trim applications. • Some application are not suitable for ColorPlus.Refer to ColorPlus section page 3. • DO NOT use stain,oiValkvd base paint,or powder coating on James Hardie®Products. • For larger projects,including commercial and multi-family projects,where the span of the wall is significant in length,the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design.These values can be found in the Technical Bulletin #8"Expansion Characteristics"at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints-Install panels in moderate contact(fig.1),alternatively Position fasteners 3/8"from panel edges and no closer than 2"away from corners.Do not nail into corners. joints may also be covered with battens,PVC or metal jointers or HardiePanel Vertical Siding Installation caulked(Not applicable to ColorPlus•Finish)(fig.2). • Horizontal Joints • Framing must be provided at horizontal and vertical edges for nailing. Provide Z-flashing at all horizontal joints(fig.3). • HardiePanel vertical siding must be joined on stud. Figure 2 Figure 3 water-resistive barrier water-resistive barrier • Double stud may be required to maintain minimum edge z 4 stud ¶terresistIve water-resistive nailing distances. ,- 2 x 4 stud barrier .-- barrier i _upper panel . —upper panel Figwater-resistive ' - � not 1/4"gap Do not 1/4"barrier � ulk �ulk sheathing IHardiePanel Batten Joint "H"JointZ-flashing Zflashing0 o vertical siding water-resistive barrierr i decorative band board keep nailsud 2 x 4 st —lower lower 3/8"mi . panel ._panel from panel ' • O edges • Ilk �� I� plate 0 , Figure 4 ,. leave appropriate gap between Recommendation:When r_ri—� 0 o panels,then caulk installing Sierra 8,provide pill lmoderate contact Caulk Joint j double stud n panel—► (Not applicable to ColorPlus®Finish) joints l avoid nailing keep fasteners 2" rw 'Apply caulk in accordance with caulk through grooves. A* away from corners manufacturer's written application instructions. 'For additional information on HardieWrapTM Weather Barrier,consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie"products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources.Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases.Some studies suggest smoking may increase these risks. During installation or handling:(1)work in outdoor areas with ample ventilation;(2)use fiber cement shears for cutting or,where not feasible,use a HardieBlade"saw blade and dust-reducing circular saw attached to a HEPA vacuum; (3)wam others in the immediate area;(4)wear a property-fitted,NIOSH-approved dust mask or respirator leg.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use HEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800-9HARDIE(1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS,MSDS,AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. srxxuws HS1236-P1/3 1/13 CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1"-2"clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code -2"clearance between between James Hardie products surfaces,flashing and counterflashing clearance between requirements for clearance between James Hardie® and decking material. shall be installed per the roofing the bottom of James manufacturer's instructions.Provide a Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1"-2"clearance between horizontal flashing. the adjacent finished grade. steps and driveways. 1 the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig.3 on Figure 5 stud [.._watersiding 1. 9 Figure 6 resistive Figure 8 page �► barrier siding 1A milliFF)/1.-2"min. �� deck material II bottom '_ plate `' ` joist. flashing -` I ledger �-_ flashing lwnGete I foundation Do not bridge floors with HardiePanel®siding.Horizontal "min. joints shoulalways be created between flors(fig.10). KICKOUT FLASHING Water- Resistive ' Because of the volume of water that can pour down a sloped Resistive Ip roof,one of the most critical flashingdetails occurs where a Maintain a minimum 1"gap Barrier `�'��I Framing roof intersects a sidewall. The roof must be flashed with step between gutter end caps and Figure 10 10 I J siding&trim. Horizontal41,47\� Flooring flashing. Where the roof terminates,install a kickout to deflect Figure 9I i Tr m water away from the siding.It is best to install a self-adhering i f ,,� _� membrane on the wall before the subfascia and trim boards laII= are nailed in place,and then come back to install the kickout. IIIIII Figure 11,Kickout Flashing To prevent water from siding — dumping behind the siding and the end of the roof ti , 'k - � Sheathing "� intersection,install a"lockout"as required by IRC code !` I 'pp, ►, R905.2.8.3:"...flashing shall be a min.of 4"high and 4" fascia HardiePanel• wide."James Hardie recommends the kickout be angled �lira 1111 between 100° 110°to maximize water deflection gutter and end cap Figure 1•1 BLOCKED PENETRATIONS Step flashing/C. Penetrations such as hose bibs and holes 1 W'or larger such as dryer ventsmembrane •' should have a block of trim around point of penetration. ,, GENERAL FASTENING REQUIREMENTS .,' �' Fasteners must be corrosion resistant,galvanized,or stainless steel.Electro galvanized are Y` " acceptable but may exhibit premature corrosion.James Hardie recommends the use of quality, Dnp edge hot-dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of • it fasteners. Stainless steel fasteners are recommended when installing James Hardie products near Housevnap the ocean,large bodies of water,or in very humid climates. • Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. • NOTE:Published wind loads may not be applicable to all areas where Local Building Codes have PNEUMATIC FASTENING specific jurisdiction.Consult James Hardie Technical Services if you are unsure of applicable James Hardie products can be hand nailed or fastened with a compliance documentation. • Drive fasteners perpendicular to siding and framing. pneumatic tool.Pneumatic fastening is highly recommended. • Fastener heads should fit snug against siding(no air space).(fig.A) Set air pressure so that the fastener is driven snug with the • Do not over-drive nail heads or drive nails at an angle. surface of the siding.A flush mount attachment on the • If nail is countersunk,fill nail hole and add a nail.(fig.B) pneumatic tool is recommended. This will help control the • For wood framing,under driven nails should be hit flush to the plank with a hammer(for steel depth the nail is driven.If setting the nail depth proves difficult, framing,remove and replace nail). choose a setting that under drives the nail.(Drive under driven • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even nails snug with a smooth faced hammer-Does not apply for spacing to the structural member.The tables allowing direct to OSB orplywood should only be installation to steel framing). used when traditional framing is not available. • Do not use aluminum fasteners,staples,or clipped head nails. Snug Flush II i Countersunk, �` (libc1, e fill&add nail �� _` do not under DO NOT Figure A Figure B drive nails STAPLE HS1236-P2/3 8/13 time__ CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk,paint or prime all field cut edges. DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie®Products.James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100%acrylic topcoats are to touch-up ColorPlus products. recommended.Do not paint when wet.For application rates refer to paint manufacturers specifications. Back-rolling is recommended if the siding is sprayed. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP&LAMINATE I •Care should be taken when handling and cutting James Hardie®ColorPlus®products.During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. •Touch up nicks,scrapes and nail heads using the ColorPlus®Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardiePanel®siding with ColorPlus Technology. •Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlus®product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels.Not all designs will be suitable for every application: •Exposed fasteners or battens is the recommended application for ColorPlus panel products •Do not use touch-up over fastener heads for smooth ColorPlus products-primed panel recommended •For ColorPlus panel applications that require fasteners in the field,it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only,but correct touch-up application is important.Some colors may show touch-up when applied over fasteners.Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE'SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary • 100%acrylic topcoats are recommended •DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature RECOGNmON:In accordance with ICC-ES Evaluation Report ESR-1844,HardiePanel®vertical siding is recognized as a suitable alternate to that specified in:the 2006.2009,&2012 International Residential Code for One-and Two-Family Dwellings and the 2006,2009,&2012 International Building Code.HardiePanel vertical siding is also recognized for application in the following:City of Los Angeles Research Report No.24862,State of Florida listing FLk889,Dade County,Florida NOA No.02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MEA 223-93-M,and California DSA PA-019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. ©2013 James Hardie Building Products. All rights reserved. ® TM,SM,and®denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limited[v]is a registered Warranties,and Warnings are available at ® JamesHardie trademark of James Hardie Technology Limited. www.jameshardle.com HS1236-P3/3 6/13 OFFICE COPY Used for Florida Product Approval FL13192.3 and FL13192.4 HardieShingle® Siding • For use outside of HVHZ, o HardieShingle Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2685-17 or RIO-2687-17. Consult the HardieShingle product installation instructions on the follow pages for all other installation requirements. • James Hardie A smarter way to build HardieShin I e®ISI >!• Siding JamesHardie g STRAIGHT EDGE,STAGGERED EDGE, HALF ROUNDS&INDIVIDUAL SHINGLES EFFECTIVE SEPTEMBER 2013 - INSTALLATION REQUIREMENTS- PRIMED&COLORPLUS® PRODUCTS Visit www.jameshardie.com for the most recent version. IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE®INSTRUCTIONS. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE& HANDLING: © CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS to installation.Installing siding wet or 1.Position cutting station so that wind will blow dust away from user 1.Cut only using shears(manual,electric or pneumatic). saturated may result in shrinkage at butt and others in working area. 2.Position cutting station in well-ventilated area joints.Carry planks on edge. Protect 2.Use one of the following methods: c) edges and corners from breakage.James a.Best:e i.Shearsut (manual,circular sawc rpn equippedpwith 9 b.Better: i.Dust reducingcircular saw with a -NEVER use a power saw indoors Hardie is not responsible for damage HardieBlade saw blade and HEPA vacuum extraction -NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark caused by improper storage and handling c.Good: i.Dust reducing circular saw with a HardieBlade saw blade-NEVER dry sweep—Use wet suppression or HEPA Vacuum of the product. (only use for low to moderate cutting) Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available '' at www.jameshardie.corn to help you determine the most appropriate cutting method for your job requirements.If concern still exists about exposure levels or you do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. so0e31o5 GENERAL REQUIREMENTS: • HartieShingle®siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.or directly to minimum 7/16"thick sheathing.See general fastening requirements. • Infurrrdtim m installing James Hardie products over ftwm can be located in JH Tech Bulletin 19 at www.jamehardie.com • A Aater-resistive barrier is required in accordance Wth local budding code requirements The vnaler-resistive barrier must be appropriately installed wth penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration.James Hardie does manufacture HardieWrap°Weather Barrier,a non-woven non-perforated housewrap',which complies with building code requirements. • VU1en installing James Hardie products all clearance details in figs.1,2,3,4,5,6&7 must be followed. • Aciacent finished grade must slope anay fiun the building in accordance oith local Wilding axles-typically a minimum of 6'in the first 10. • Do not irntall James Hardie produce,such that they may remain in omtactwth standing vaster • HardieShingle siding maybe installed on vertical\nall applications only. • DO NOT use stain,oil/alkyd base paint or ponder crating m James Harte®Products. CLEARANCES Install siding and trim products in Maintain a minimum 1"-2" Maintain a minimum 1"-2" • At the juncture of the roof and vertical compliance with local building code clearance between James clearance between James Hardie surfaces,flashing and counterflashing shall be requirements for clearance between Hardie''products and paths, products and decking material. installed per the roofing manufacturer's the bottom edge of the siding and steps and driveways. instructions.Provide a minimum 1"-2" the adjacent finished grade. Figure 3 clearance between the roofing and the bottom edge of the siding and trim. II Figure 4 Figure ure 2 '. in trim Figure ~sster , 11-2"mi . :: NIo: i I I I .1„-2miRik1• 2'min joistyashingi_ ledger starter I flashing course 'For additional information on HardieWrap$Weather Barrier,consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie$products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling:(1)work in outdoor areas with ample ventilation;(2)use fiber cement shears for cutting or,where not feasible,use a HardieBladea saw blade and dust-reducing circular saw attached to a HEPA vacuum;(3)warn others in the immediate area;(4)wear a properly-fitted,NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use HEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800-9HARDIE(1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS,MSDS,AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. S0050905 HS11121_P1/5 6/13 y lo Maintain a 1/4"clearance Maintain a minimum 1"gap Figure 7 KICKOUT FLASHING between the bottom of between gutter end caps and Because of the volume of water that can pour down James Hardie®products siding&trim. stepAashi, i a sloped roof,one of the most critical flashing and horizontal flashing. details occurs where a roof intersects a sidewall. g Son ing/; �• �i The roof must be flashed with step flashing. Where membrane Do not caulk gap. -` ` Figure 6 �' the roof terminates,install a kickout to deflect water IFigure 5 /! 4pet.adheris/ away from the siding. g ' � eaves memMane o siding 1/4n ' Itis best to install a self adhering membrane on the AIDo not 1/4•gap Drip�� wall before the subfascia and trim boards are nailed Caulk j in place,and then come back to install the kickout. siding +. _ I '� �' nucew ap Figure 7,Kickout Flashing To prevent water from Bashing fascia dumping behind the siding and the end of the roof I L It, intersection,install a"kickout'as required by IRC code R905.2.8.3:"...flashing shall be gutter and end cap a min.of 4"high and 4"wide."James Hardie recommends the kickout be angled between 100°-110°to maximize water deflection TRIM CONSIDERATION: BLOCKED PENETRATIONS Minimum 1"trim thickness is needed as Panels stack at a depth of roughly 15/16"for the 7" Penetrations such as hose bibs and holes 1 1"or reveal.If additional trim depth is desired,you can place a spacer under the trim(Fig.8C&80). larger such as dryer vents should have a block of trim around point of penetration. Figure 8A Figure 8B Figure 8C Fi•ure 8D I EIII) ' A ir I I 1::- 4141 GABLE INSTALLATION: I Installation over sheathing is recommended(Required for Individuals)for gables.* 1)Find the center stud of your of your Gable and snap a caulk line down I 2)Measure out 16"*to both the left and the right of the center line and snap a caulk line 3)Measure up 2"if you are off a roof line or'A"if you are starting above a band board 4)Set the bottom of your 1 34"starter strip at that line 5)Place your 811/4"Starter Course-bottom level with the bottom of the starter strip 6)Set your first row of Shingle-starting the first piece at the vertical line left of center (If you are using staggered edged shingles Trim down the first row to the shortest shingle length) 7)Drive nails approximately 1/4"above Key ways 5 per full panel Center Nail can be either one of the keyways. (Stay by keyway to avoid shiners)(EX1)Blue Dots show nail placement 8)Measure up 7"with straight and 6"with Staggered edge and snap a caulk line to get your proper exposure 9)The second row will start at the center line 10)The Third row will start at the line right of center 11)As you work your way up the gable make sure you Keep your Cut Pieces you will use the pieces on the edges of the gable(EX2) 12)Edges Gable butting into trim leave a 1/8"Gap(for house movement and Caulking) 13)Make sure to sure siding nails on the small pieces on the edges(Do not use a trim nail to install!) Figure 9 Find center of gable; Figure 10 Figure 11 g Snap a chalk line tv"startasvip- 8v'starter course in Make sure atto meet Snap chalk line line with starter strip Snap chalk line;16"from clearances roof line 15Y<<"from bottom /\ r \ MI / /\ telehandri9ht and/ofhorizontal trim of starter course Figure 12 Figure 13 Figure Fi9 14 Use left over and new First shingle goes on Second row begins at pieces,where necessary, far lett chalk line center chalk line to fill in opposite side Snap chalk ne 7' ^ Snap chalk line 7" above first row for / ` above second row for Third row begins at second row of shingles third row of shingles ` right chalk line rr / 1111111111111.1111-- diralvarizau. ..fflairimattsvagarnannig... 'Panels can also be installed direct to stud up to 24"0C. Note:Snapped chalk lines help guide installation,when installing straight edge panels or Individual shingles use a straight edge on bottom edges if uniform straight edge is desired. HS11121_P2/5 8/13 • "'Me HARDIESHINGLE®STAGGERED EDGE PANELS INSTALLATION 1/8"min. 16"or 24" Trim gap for o.c. __ water-resistive Fastener Requirements Figure 15 caulk barrier 0.083"x 0.187"HD x 1 1/2"long ringshank nails are used for fastening Steps 1-4I I FII sheathing HardieShingle®Staggered Edge Panels to both framing and to 7/16"thick APA ' I 1 I I II I rated sheathing. I I I 11 I I I L_ __ I I HardieShingle•Staggered Edge Panel Installation DO NOT NAIL THROUGH s Install HardieShinglee panels with joints butted in moderate contact.Due to 15 7/8° o •__ THIS AREA - —318 !I overlapping of the joints,caulk is not required except where panels abut trim panels Ai ),I__, boards.(figs 15&17).Ensure keyways do not line up on subsequent courses. it 1)Install a 1-1/4"starter strip,then install a 8-1/4"wide HardiePlank®lap siding T starter course. I 0 2)Place first panel so that panel end centers over stud.Trim panel as needed.Butt ,, ° o .--o— " the cut end into trim as shown(figs 15&17). When installing over a band board or _ °° ° °° ° any horizontal surface,leave 1/4"gap between bottom of siding and flashing. second e 1/a" course trim first panel 11/4" 3)Secure panel,leaving 1/8"gap for caulk at trim and continue the course to hit center of HardiePlank` starter alongthe W211, position nails on nail line and secure into framing. furthest stud lap siding strip Only when application is to minimum 7/16"thick APA 4)Start the second course,by removing the equivalent of one full stud rated sheathing,position nails on nail line spaced a maximum of 13 3/4"o.c.Allow 3/8"from panel edges. cavity(16"or 24"OC),again abutting the cut end into the trim(figs 15&17). Steps 5&6 This is to prevent pattern repetition.Repeat step 3. 1/8"min.gap for caulk 5)Start the third course,by removing the equivalent of two full stud i� ■ ■ II cavities(figs 15&17)and repeat step 3. �. 6)Continue up the wall repeating steps 2 through 6 until desired height is reached. I s I third iikil Course _ L-- __ I 1 Note:For aesthetic purposes you may trim _ second 1 the bottom of the panel to create a straight mirgrilIIIIII _ course I 4. edge.If doing so,ensure all cuts ends are 1-Irst course properly sealed and painted(fig 14) I1111 __ _ Figure 16 �i� RI. 1/4"gap.Do not caulk. °° ° °1 o ° °° 0 0 °° ° o o °° ° o band board HARDIESHINGLE®STAGGERED EDGE PANEL COVERAGE Panels for sidewall applications are available in 48"lengths.Pieces needed for one square(100sq.ft.)of product coverage=approximately 50,based on a maximum 6"exposure from the top edge of HardieShingle panels in subsequent courses(refer to Figure 15). 7" EXPOSURE HARDIESHINGLE®STRAIGHT EDGE PANELS INSTALLATION Maximum Exposure of 7" REFER TO STAGGERED EDGE INSTRUCTIONS ABOVE Steps 1-4 Figure 16 Steps 5&6 Trim 1/8"min. h 16"or 24"1 water-resistive 1/8"min. gap for O.C. barrier gapfor i caulk n T ■ ■ I - sheathing [caulk � ' I II I �I I I I I third 1 7 1 1I I I L__�_ Icourse1 + I I 'DO NOT NAIL THROUGH I r 1I I Isecond THIS AREA I 4. 1 I 1courseiIi11 15-1/4" P --- •_.r �, I15-1/4" urse I I pagels ;t-3/8 --- -- panels first it course iti,�-T_ - _ I _ I 1 ~I ( y .. 0 ° 7..0. .— . . . G .. . a ° ____ ... . .. . .. second trim first panel 8�„ 1'/." course to hit center of HardiePlank' starter furthest stud lap siding strip position nails on nail line and secure into framing.Only when application is to minimum 7/16"thick APA rated sheathing,position nails on nail line spaced a maximum of 13 3/4"o.c.Allow 3/8"from panel edges. HARDIESHINGLE®STRAIGHT EDGE PANEL COVERAGE Panels for sidewall applications are available in 48"lengths.Pieces needed for one square(100sq.ft.)of product coverage=approximately 43,based on maximum 7"exposure. HS11121_P3/5 6/13 • y o HARDIESHINGLE®INDIVIDUAL SHINGLE INSTALLATION HardieShingle®Individual Shingles must be installed with the widest part of the shingle placed downwards and directly to minimum 7/16"thick Figure 18 Trim 1/8"min. 16"or 24". I water-resistive sheathing. gap for °.C. barrier Fastener Requirements caulk 0.091"x 0.221"HD x 1 1/2"or 0.121"x 0.371"HD x 1 1/4"long �� ,ll corrosion resistant siding nails are used for fixing HardieShingle siding to sheathing 7/16"thick APA rated sheathing. ' HardieShingle°Individual Shingle Installation Due to overlapping of the joints,caulk is not required except where panels about trim boards.Space shingles a maximum 1/4"apart and leave a minimum lap of 1 1/2"between successive courses(fig.19). 15-1/4" 1)Install 1 1/4"starter strip and a 81/4"wide HardiePlank® shingle litillitsiding starter course. 2)Install first shingle from the end abutting trim.Install widest part of shingle placed downwards.(fig.18). .I >■ 3)Secure shingle,leaving a 1/8"gap for caulk at trim and continue the ° -° " ° a ° p o ° <, °All course along the wall. ° 4)Start the second course,leaving a minimum lap of 1 1/2"between postion nails on nail line a 81/2" 11/4" successive courses,again from the end abutting the trim,Repeat step 3. minimum 3/8"from edge HardiePlank" starter 5)Continue up the wall repeating steps 2 through 5 until desired height lap siding strip is reached. _ Figure 19 I HARDIESHINGLE®INDIVIDUAL SHINGLE COVERAGE Individual Shingles for sidewall applications are available in assorted widths I a...a o__..wYr•---b o- b. as listed below.Bundles needed for one square(100 sq.ft.)of product coverage: space Shingle Number Pieces —" shinmax1/4 Width of Bundles per Bundle 15-1/4" o--_ / apart 4-3/16" 3 15 shingle ,t, I 7"max. Leave a min.lap 5-1/2" 6 15 exposure o of 1-1/2"between - \ joints in succesive 6-3/4" 3 15 course 7-1/4" 6 15 A Install with the widest part of 10" 3 15 the shingle placed downwards HARDIESHINGLE®HALF-ROUND PANELS INSTALLATION Fastener Requirements 0.083"x 0.187"HD x 1 1/2"long ringshank nails are used for fastening HardieShingle®Half-Round Panels to both framing and to 7/16" thick APA rated sheathing. Figure 20 HardieShingle Half-Round Panel Installation trim board Install HardieShin le® withjoints butted in moderate contact.Due to 16"or 24"—i. barrier' 9 panelso.c. overlapping of the joints,caulk is not required except where panels abutt 1/8 gap �j� U Y trim boards.(fig.20).Ensure keyways do not line up on subsequent courses. caulk �` � , sheathing 1) Install a 1-1/4"starter strip,then install a 8-1/4"wide HardiePlank®lap } �— siding starter course. I O NOT NAIL THROUGH 2„ ' THIS AREA 2) Place first panel so that panel end centers over stud.Trim panel as 151/4" + needed.Butt the cut end into trim as shown(figs 20).When installing shingles —€"1" over a band board or any horizontal surface,leave 1/4"gap between bottom of siding and flashing. All_s_ 3) Secure panel,leaving 1/8"gap for caulk at trim and continue the course Ails&along the wall. ` 1 1 4) Start the second course,by removing the equivalent of one full stud cavityAmy . ° ' ! Im o (16"or 24"OC),again abutting the cut end into the trim(fig 20).This is to ° "° ° prevent pattern repetition.Repeat step 3. correct alignment position nails into framing trim first panel 1 1/4" 5)Start the third course,by removing the equivalent of two full stud cavities through previous courses. to hit furthest stud starter strip (figs 15&17)and repeat step 3. Only when application is to minimum 7/16"thick APA 6) Continue up the wall repeating steps 2 through 6 until desired height is reached. rated sheathing,position nails 8-1/4"HardiePlank" spaced a maximum 13 3/4"o.c. lap siding HARDIESHINGLE HALF-ROUND PANEL COVERAGE Allow 3/8"from panel edges Panels for sidewall applications are available in 48"lengths. Pieces needed for one square(100 sq.ft.)of product coverage=43 pieces with 7"exposure. HS11121_P4/5 6/13 1-0—/ . CORNER DETAILS Figure 21 A.Panels butted against corner boards. MI A. B.Panels butted against square wood I I IMO au strip on inside corner,flashing behind. 1111 II C.Laced outside corner. -. _-- 0.Laced inside corner. 111/1111111 . '. I .. IV MINN6 minimum(1")thick trim-----4... •�. �• ', / ••1' WINDOWS AND DOORS A B C D Building wall components such as windows,doors and other exterior wall penetrations shall be installed in accordance with the component manufacturer's written installation instructions and local building codes. Where windows or doors are installed,continue the application of siding as if the wall is complete.Triming for the opening and using the resulting piece may throw off the spacing above the break. PNEUMATIC FASTENING GENERAL FASTENING REQUIREMENTS James Hardie products can be hand nailed or fastened with a pneumatic tool. Fasteners must be corrosion resistant,galvanized,or stainless steel. Pneumatic fastening is highly recommended. Set air pressure so that the Electro-galvanized are acceptable but may exhibit premature corrosion. fastener is driven snug with the surface of the siding.A flush mount James Hardie recommends the use of quality,hot-dipped galvanized nails. attachment on the pneumatic tool is recommended. This will help control the James Hardie is not responsible for the corrosion resistance of fasteners. depth the nail is driven.If setting the nail depth proves difficult,choose a Stainless steel fasteners are recommended when installing James Hardie® setting that under drives the nail. (Drive under driven nails snug with a products near the ocean,large bodies of water,or in very humid climates. smooth faced hammer-Does not apply for installation to steel framing). • Calstltapplicable code compliance report fa-carectfasteners type and CUT EDGE TREATMENT placement to achieve specified design wind loads. Caulk,paint or prime all field cut edges.James Hardie touch-up kits are • NOTE:R.dished Wnd loads may not be applicable to all areas where required to touch-up ColorPlus products. Local Building Codes have specific jurisdiction.Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. CAULKING • prude fasteners perperaiic lar to sicing and framing. For best results use an Elastomeric Joint Sealant complying with ASTM C920 • Fastener heads shald fit snug against siding(no air space).(fig A) Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM • Do roto„err-drive nail heads ar dive nails at an angle. C834.Caulking/Sealant must be applied in accordance with the • If nail is carttersunk fill nail hoe and add a nail.(fig B) caulking/sealant manufacturer's written instructions.Note C6I Clad as vdI • Fcr mod framing,under driven nails should be hit flush ti the plank wth a as same other caikirtg merrufachters DO Nu allavinding hammer(For steel framing,remove and replace nail). • Conot(Be alt:rirtimfasteners,staples,ordipped head nails PRIMING& PAINTING DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products. -.N l* .� James Hardie products must be painted within 180 days for primed product and 90 �w �• k A countersunk, 9 W days for unprimed.In addition non ColorPlus`product versions of HardieShingle®Siding �`, fill&add nail require a field applied prime coat.100%acrylic primers and topcoats are snug flush DO NOT DO NOT recommended.Do not paint when wet.For application rates refer to paint FigreA Fire B under drive nails staple manufacturers specifications.Back rolling is recommended when paint is spray applied. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP&LAMINATE I • Care shald Ice taken\Men handing and cutting James Ramie Oda-Plus products.Doing installation use a vet soft doth cr soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. • Touch up ricks saapes and nail heads using the CdaPlus°°Technology touch up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardieShingle siding with ColorPlus Technology. • Lamirtaie sheet must be removed immediately after installation of each course. • Terminate non-factrxxy cut edges into trim Were possible,and caulk Cdcr matched caulks are available fiun you-CdaFlus product dealer. • Treat all otter ncn-faciory cut edges using tie Cdci lus Tedxtdogy edge ooaters,available fruri your CdaPlus product dealer Note James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE®SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: • Ensue the surface is dean,dry,and free of any dust cirt cr mildew • Reprimirgisrturrrallynot necessary • 10CP/o acrylic topewls are reoarmertded • DO NOT use stain,dl/alkyd base paint cr ponder coating m James Hardie®Products. • Apply finish ccet in acoadance\nit paint rrlarufhcluers vvitten irlstructims regarding coverage,application methods,and application terrpera1Lre • DO NOT catik nail heads where using CdorPlus products,refer to the CdcrPlus t uch-up sectim RECOGNMON:In accordance with ICC-ES Evaluation Report ESR-2290,HardieShingle lap siding is recognized as a suitable alternate to that specified in:the 2006,2009,&2012 International Residential Code for One-and Two-Family Dwellings,and the 2006,2009,&2012 International Building Code,.HardieShingle lap siding is also recognized for application in the following:City of Los Angeles Research Report No. 24862,State of Florida listing FL#889,Dade County,Florida NOA No.02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New Yak MEA 223-93-M,and California DSA PA-019.These documents should also be consulted for additional information concerning the suitability of this product for specific applications ©2013 James Hardie Building Products,Inc. All rights reserved. Please visit www.jameshardie.com for Additional TM,SM,and®denote trademarks or registered trademarks of Product Information and Availability, e JamesHardie James Hardie Technology Limited. Id is a registered Installation Information,Warnings,and Warranties trademark of James Hardie Technology Limited. HS11121_P5/5 6/13 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: 2231231 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Matieu Builders Project Name: 2231231 Model: Custom Tampa, FL 33610-4115 Lot/Block: NA Subdivision: NA Address: 1939 Francis St., NA City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Jeffrey Hulsberg License#: NA Address: 11481 Old St. Augustine Rd, NA City: Jacksonville State: FL 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: N/A psf This package includes 27 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19487588 CJO1 2/24/20 23 T19487610 T14 2/24/20 2 T19487589 EJ01 2/24/20 24 T19487611 T15 2/24/20 3 T19487590 EJ02 2/24/20 25 T19487612 T16 2/24/20 4 T19487591 EJ03 2/24/20 26 T19487613 T17 2/24/20 5 T19487592 HJO1 2/24/20 27 T19487614 T18 2/24/20 6 T19487593 HJO2 2/24/20 7 T19487594 HJO3 2/24/20 8 T19487595 P01 2/24/20 9 T19487596 P02 2/24/20 10 T19487597 T01 2/24/20 11 T19487598 T02 2/24/20 12 T19487599 T03 2/24/20 13 T19487600 T04 2/24/20 14 T19487601 T05 2/24/20 15 T19487602 T06 2/24/20 16 T19487603 T07 2/24/20 17 T19487604 T08 2/24/20 18 T19487605 T09 2/24/20 19 T19487606 T10 2/24/20 20 T19487607 T11 2/24/20 21 T19487608 T12 2/24/20 22 T19487609 T13 2/24/20 The truss drawing(s)referenced above have been prepared byo• QUIN 1/ .. `%% / MiTek USA,Inc.under my direct supervision based on the parameters �� •,•• ....3••.• '�'.� provided by Builders FirstSource-Jacksonville. •• • • No 68182 . Truss Design Engineer's Name: Velez, Joaquin _ *:� • * —_ My license renewal date for the state of Florida is February 28,2021. = * -0 :tr= IMPORTANT NOTE:The seal on these truss component designs is a certification �••• STATE O F 1.that the engineer named is licensed in the jurisdiction(s)identified and that the i ,n'• / P. �4;4designs comply with ANSUTPI 1. These designs are based upon parameters �� 0 R\O ••• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 0ii ss�• ••••••given to MiTek or TRENCO's customers fi e efere ceAny rpuepose specific information and was not taken ant for a ountk's orin the '�,�,�N A; ,t�� purpose only, preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin Velez PE No.68182 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.Ft.Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: February 24,2020 Velez,Joaquin 1 of 1 A Job Truss Truss Type Qty Ply T19487588 2231231 CJO1 Jack-Open 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MTek Industries,Inc. Sun Feb 23 11:27:48 2020 Page 1 ID:DpE IGAXPyiedoBZasN35J Ezr6dA-SaYwkmrh 1 U8e0WYoEFAp3fjd?WuuD43PbNfPh8ziGff -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:10.9 3 7.00 12 3x4 II f 2 MM. N f` 5 4 2x4 II 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 180 BCLL 0.0 * Rep Stress Inc: YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=188/0-5-8,3=-37/Mechanical,4=-13/Mechanical Max Horz 5=44(LC 12) Max Uplift 5=-39(LC 12),3=-37(LC 1),4=-14(LC 21) Max Gray 5=188(LC 1),3=12(LC 8),4=8(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 lb uplift at joint 5,37 lb uplift at joint 3 and 14 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTak USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. Design valid for use ony with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487589 2231231 EJ01 Jack-Closed 9 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:49 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-wn5Jx5sKonGVdg7?nzh2bsFoFVEdyVWYg10yDaziGfe -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:16.8 • 3 2x4 I I ■ 7.00 12 3x6 2 1111111111. 4 5 4x4 = 2x4 I I 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.05 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=195/0-5-8,4=63/Mechanical Max Horz 5=83(LC 12) Max Uplift 5=-34(LC 12),4=-57(LC 12) Max Gray 5=195(LC 1),4=79(LC 19) 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=3.0psf;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 loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit 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 34 lb uplift at joint 5 and 57 lb uplift at joint 4. Joaquin Velez PE No.66192 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 it it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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/TM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T19487590 2231231 EJ02 Jack-Partial 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:50 2020 Page 1 ID:DpE IGAXPyiedoBZasN35JEzr6dA-Ozth9RtyZ5OMFpiBLgDH84oz?JZohzki3h8W11 ziGfd -1-4-0 3-0-0 1.4-0 3-0-0 Scale=1:16.8 3 7.00 FIT e 3x6• i 4 2 ; ' rjiiimmomm 10112111. II 5 4 =, 3x4 = 6 2x4 II 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 5-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=196/0-5-8,3=52/Mechanical,4=14/Mechanical Max Horz 6=85(LC 12) Max Uplift 6=-34(LC 12),3=-43(LC 12),4=-15(LC 12) Max Gray 6=196(LC 1),3=61(LC 19),4=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 6,43 lb uplift at joint 3 and 15 lb uplift at joint 4. Joaquin Velez PE No.66162 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487591 2231231 EJ03 Jack-Closed 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 2311:27:50 2020 Page 1 ID:DpEIGAXPyiedoBZa5N35JEzr6dA-Ozfh9RtyZ5OMFpiBLgDH84oykJZPhzYi3h8W11 ziGfd -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:10.9 3 (3)-0.131x3.5" TOENAILS 7.00 1P 3x4 I I 2 -/ 5 4 2x4 II 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=188/0-5-8,4=50/Mechanical Max Horz 5=60(LC 9) Max Uplift 5=-74(LC 9),4=-50(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 5 and 50 lb uplift at joint 4. Joaquin Velez PE No.63182 Perak USA,Inc.FL Cert 6694 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 I i AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 ANSI11PI1 Quality CAterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty 'Ply T19487592 2231231 HJ01 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:51 2020 Page 1 ID:DpE IGAXPyiedoBZasN35JEzr6dA-s9D3MntaKPWDtzHNvOkWgHL43jvX000rHKI3HTziGfc -1-10-10 4-1-7 1-10-10 4-1-7 Scale=1:16.4 • 3 2x4 4.95 12 6 3x4 2 1 7 4 5 4x4 =- 2x4 2x4 I I 4-1-7 4-1-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=210/0-7-6,4=61/Mechanical Max Horz 5=82(LC 8) Max Uplift 5=-150(LC 4),4=-83(LC 8) Max Gray 5=210(LC 1),4=67(LC 35) FORCES. (Ib)-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=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 5 and 83 lb uplift at joint 4. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 113 lb up at 1-6-1,and 63 lb down and 113 lb up at 1-6-1 on top chord,and 28 lb up at 1-6-1,and 28 lb up at 1-6-1 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 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,4-5=10 Concentrated Loads(Ib) Vert:6=59(F=29,B=29)7=29(F=14,B=14) Joaquin Velez PE No-68182 MiTak USA,Inc.FL Cert 6894 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekit connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487593 2231231 HJO2 Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:52 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-KMnRa7uC5ie4U7saT5FIDVtl?7Fn9tK_W dcgvziGfb -1-10-10 2-0-11 4-1-7 1-10-10 ) 2-0-11 2-0-11 Scale=1:16.4 4 li • 1, 4.95 FIT 4x6 3 8 •• 2x4 I I '• 2 •0 r4iN NA fi e• 9 6 5 �. e• 3x4 = 7 ST1.5x8 STP = 4-1-7 3x41= 4-1-7 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=61/Mechanical,5=4/Mechanical,7=211/0-7-6 Max Harz 7=83(LC 8) Max Uplift 4=-41(LC 26),5=-74(LC 17),7=-151(LC 4) Max Gray 4=69(LC 19),5=41(LC 22),7=211(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MVVFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 4,74 lb uplift at joint 5 and 151 lb uplift at joint 7. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 113 lb up at 1-6-1,and 63 lb down and 113 lb up at 1-6-1 on top chord,and 28 lb up at 1-6-1,and 28 lb up at 1-6-1 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 Uniform Loads(plf) Vert:1-2=-54,2-4=-54,5-7=10 Concentrated Loads(Ib) Vert:8=59(F=29,B=29)9=29(F=14,B=14) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use ony with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not 1411 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487594 2231231 HJ03 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:52 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-KMnRa7uC5ie4U7saT5FIDVtH27GA9tP_W dcgvziGfb -1-10-10 1-3-8 1-10-10 1-3-8 Scale=1:10.6 • 3 2x4 II 4.95 12 5x8 2 ` /P11116-• ■ 111 E , 4 3x4 = 5 ST1.5x8 STP= 2x4 I I 1-3-8 1-3-8 Plate Offsets(X,Y)— [2:0-2-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=263/0-7-6,4=86/Mechanical Max Horz 5=50(LC 8) Max Uplift 5=-137(LC 8),4=-86(LC 1) Max Gray 5=263(LC 1),4=49(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-258/334 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 5 and 86 lb uplift at joint 4. Joaquin Velez PE No-68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekB connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Crrterla,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 T19487595 2231231 P01 GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:54 2020 Page 1 ID:DpE IGAXPyiedoBZasN35JEzr6dA-HkvC?pwSdKvokROyaWHDlwzi WwxUdn6H_I6juoziGfZ 6-5-7 12-10-15 6-5-7 l 6-5-7 Scale:1/2'=1' • 4x4 = 6 y I1 7 � 5 .00 12 4 8 2 '3 � w A A ■ 9 w ` 1011 i I- :47* ii:!:awl:!ri:0:!::wr!r!r!r!r!rlrlrQrlrrrlrlrIrQ:QrQrIrI:IrQ:QrQrQrIrIrl:lerelrQQM:+: A**:+:!:4+:*:Sr!r!r!r!r!r!r!r!r!r!rlrlrQ:lrQrlrlrlrlrlrlrl:l:l:Q:lrl:l:l:lrl:l:lr!rIeQ:QrQrIrIrd d 3x4 = 18 17 16 15 14 13 12 3x4 = 12-10-15 12-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:57 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 12-10-15. (Ib)- Max Horz 1=-120(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,11,2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)1,11,2,10,15,16,17,18,14,13,12 FORCES. (Ib)-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;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;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 lb uplift at joint(s)1,11,2,10,16, 17,18,14,13,12. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. Joaquin Velez PE No.63182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 A I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 719487596 2231231 P02 Piggyback 27 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:55 2020 Page 1 ID:DpEIGAXPyiedoBZasN35J Ezr6dA-IwTaC9w40d1 fLba88DoSr7VoDKENM DIRCyrGREziGfY 6-5-7 12-10-15 6-5-7 6-5-7 Scale:12-=1' • 4x6 = 3 7.00 12 2 11111 . 4 0 1 r ow o c.!:4!:4!i!i!i!i!i!i!i!x+.i.:.:_:+:4:!i!i!i!i!i!i!i!i!i!i!i!iizi�i�i�i�i�i�giisi�i�:+:4i:%iii:+�i�i�i�mii:i 3x4 = 2x4 sl 3x4 = 12-10-15 12-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=204/11-2-10,4=204/11-2-10,6=369/11-2-10 Max Horz 2=-96(LC 10) Max Uplift 2=-72(LC 12),4=-81(LC 13),6=-74(LC 12) Max Gray 2=204(LC 23),4=205(LC 20),6=369(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-267/177 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4,6. 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 Date: February 24,2020 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7711 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 , T19487597 2231231 TO1 Piggyback Base Supported Gable 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 S Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:57 2020 Page 1 ID:DpEIGAXPyiedoBZasN35J Ezr6dA-hJaKdryLvFH NbukXFerwwYbAR8ytg7bjgGKNV7ziGfW 1-4-0 13-11-1 26-9-15 40-9-0 42-1-0 I I I 14-0 I 13-11-1 12-10-15 13-11-1 - Scale=1:72.4 3x6 = 3x6 = • 7.00 12 12 13 14 15 16 17 18 19 20 21 22 23 2425 8 8 3 11 i26 10 I 27 408 9 I� - 2e - 3x6 G _ - 29 "Z 30 3x6 m iS • 56�� 63 _ . 32 4 64 85 3x6 = 59 - _ ` •,' 33 3x6 I n 3 �/�/68 67 fib 58 57 - - 47 48 43x8 =42 1r ,- 12 /. 41 ` 35 no til �./ 69 . 4.I. .b. .:'''- -- al - --- -48 40 \ 36\• la 5.00 12 72 71 70 54 53 52 51 50 49 39 38 37 3x6 II 5x12 = 124-2I 24-2-8 24 32-5-12 I 40-9 0 I 12-4-2 11-10-6 0- 7-9-12 8-3-4 Plate Offsets(X,Y)- [13:0-3-0,0-1-12],[24:0-3-0,0-1-12],[51:0.0-0,0-1-12],[52:0-3-2,0-1-5],[52:0-0-0,0-1-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incl YES WB 0.11 Horz(CT) 0.01 37 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:290 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 6-0-0 oc bracing:62-63,61-62,44-45,43-44. WEBS 1 Row at midpt 21-53,22-50 REACTIONS. All bearings 40-9-0. (Ib)- Max Horz 72=-269(LC 8) Max Uplift All uplift 100 lb or less at joint(s)37,62,52,51,44,56,57,58,59, 60,61,63,64,65,66,67,68,69,70,55,54,53,50,49,48,47,46,45, 43,42,41,40,39 except 72=-263(LC 10),71=-243(LC 12),38=-191(LC 13) Max Gray All reactions 250 lb or less at joint(s)37,62,52,51,4-4,56,57,58, 59,60,61,63,64,65,66,67,68,69,70,71,55,54,53,50,49,48,47, 46,45,43,42,41,40,39,38 except 72=291(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-271/246,10-11=-204/259,11-12=-249/295,12-13=-257/304,13-14=-243/292, 1415=243/292,15-16=243/292,16-17=-243/292,17-18=-243/292,18-19=243/292, 19-20=-243/292,20-21=-243/292,21-22=-243/292,22-23=-243/292,23-24=-243/292, 24-25=-255/303,25-26=-249/294 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)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 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Joaquin Velez PE No.88182 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)37,62,52,51, MiTek JoaquUSA,Inc.FL Cert 8834 44,56,57,58,59,60,61,63,64,65,66,67,68,69,70,55,54,53,50,49,48,47,46,45,43,42,41,40,39 except(ft=lb)72=263, 6984 Parke East Blvd.Tampa FL 33610 71=243,38=191. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)62,44,56,57,58,59,60,61,63,64,65, Die. 66,67,68,69,70,71,55,54,53,50,49,48,47,46,45,43,42,41,40,39,38. February 24,2020 I i mow AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 719487598 2231231 T02 Piggyback Base 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:27:59 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-dii52W bRsX4gCuwN3t0?zgOhxYwlvn07apUa7ziGfU 1-40 6-3-13 12-4-2 3-11-1 19-3-8 24-8-0 269-15 33-7-12 40-9-0 [1-40 6-3-13 6-0.5 1-6151 `2.1-0 5-4-8 I 5-4-8 12-1-15 I 6-9-12 7-1-4 '1-40 Scale=174.6 - 5x8 = 2x4 11 3x4 = 5x8 = 2x4 11 6 7 8 g e 7.00 12 - 5 3x6 4x4 _ 10 3x8 i 4 .:� ` .. 3 20 e / 3x6 d 11 0 5x8 = __ , 5x6 i� 15 �x8 II 21 \1 /2`�-� 4x4 19 111: -.5,(6-414:4444 ...12 13 q 3x8 MI `�` 1d 16 1 5.00 12 17 2x4 I 1 X14 22 18 4x4 4x4 11 7x10 = 24-8-0 6-3-13 I 12-4-2 I 19-3-8 I 242E 24 -426315 I 32-5-12 I 40-9-0 6-3-13 6-0-5 6-11-6 411-0 0.2- 2-1-15 5-7-13 8-3-4 0-2-12 Plate Offsets(X,Y)— [2:0-3-0,0-1-12],[6:0-3-0,0-1-12],[9:0-5-8,0.2-0],[12:0-3-0,Edge],[18:0-0-0,0-1-11],[18:0-2-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.15 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.22 14-15 >882 180 BCLL 0.0 * Rep Stress Ina' YES WB 0.58 Horz(CT) 0.16 18 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:268 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 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 6-19,8-17,9-17 REACTIONS. All bearings 0-5-8. (Ib)- Max Horz 22=-239(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 22=-197(LC 12),18=-104(LC 12),17=-267(LC 12), 14=-170(LC 13) Max Gray All reactions 250 lb or less at joint(s)except 22=660(LC 23),18=387(LC 1),17=1598(LC 1), 14=293(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-1560/737,4-5=-1010/472,5-6=976/538,6-7=0/307,7-8=0/307,8-9=-88/748, 9-10=-417/888,10-12=360/252,2-22=-694/483,12-14=394/341 BOT CHORD 21-22=-297/393,20-21=-660/1396,19-20=-344/450,18-19=-857/567,17-18=-782/515, 16-17=-716/514,15-16=-725/514,14-15=-702/413 WEBS 4-20=-813/539,5-20=-347/276,6-20=-473/1047,6-19=-817/292,7-19=-324/271, 8-19=-328/759,8-17=-816/399,9-17=-639/235,9-15=-366/378,10-15=-521/419, 2-21=-403/1143,10-14=344/798 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=3.0psf;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)22,14 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 197 lb uplift at joint 22,104 lb uplift at joint 18,267 lb uplift at joint 17 and 170 lb uplift at joint 14. Joaquin Velez PE No-68182 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekle connectors.This design is based only upon parameters shown,and is for an individual building component,not iiiii 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 Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487599 2231231 T03 Piggyback Base 12 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:00 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-5uGTFs_DCAfxSMT6xmOdYBDZ9Lm1 IPAMEZ16RziGfT 11-4-0, 6-3-13 , 12-4-2 13-11-1I 20-4-8 I 26-9-15 ( 33-7-12 I 40-9-0 42-1-01 11-4-0 6-3-13 6-0-5 ul 6 15 6-5-7 6-5-7 6-9-12 7-1-4 11-4-0 Scale=1:74.6 5x6 = _ 3x4 = 5x8 e 2x4 11 6 7 8 7.00 ITT r. C2 5 3x6 I 4x4 9 3x6 i 4 ; ' .• :% f 18 3x8 3 10 >00000001 5x8 = r5x8 i ••4xx6 II 2 19 17 11 Q 4x4 3x4 12 �Jl ' � 47a.,, ` I,- 5.00 12 18 21 15 22 14 ,13 205x6 ----1- 3x6 = 3x4 = 4x4 = 2x4 11 6-3-13 , 12-4-2 I 18-3-5 , 24-2-8 2 32-4-0 I 40-9-0 I 6-3-13 6-0-5 5-11-3 5-11-3 0 7-8-0 8-5-0 Plate Offsets(X,V)- [2:0-3-0,0-1-12],[6:0-3-0,0-1-12],[8:0-4-0,0-2-4],[11:0-3-0,Edge] 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 0.66 Vert(LL) -0.23 14-16 >847 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.27 14-16 >716 180 BCLL 0.0 ` Rep Stress Ina' YES WB 0.87 Horz(CT) 0.09 16 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-16,8-16 REACTIONS. (lb/size) 20=525/0-5-8,16=2106/0-3-8,13=126/0-5-8 Max Horz 20=-239(LC 10) Max Uplift 20=-163(LC 12),16=-447(LC 12),13=-239(LC 23) Max Gray 20=538(LC 23),16=2106(LC 1),13=342(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-1112/612,45=-422/161,5-6=379/300,6-7=-76/499,7-8=-251/922,8-9=-345/627, 9-11=-393/280,2-20=-584/448,11-13=404/352 BOT CHORD 19-20=-288/382,18-19=-426/1091,17-18=-333/325,16-17=-741/483,14-16=-664/459, 13-14=-479/303 WEBS 4-18=-862/573,5-18=-334/261,6-18=269/756,6-17=-760/271,7-17=-111/460, 7-16=-914/449,8-16=-1027/555,8-14=-399/691,9-14=-514/412,2-19=-301/764, 9-13=-270/614 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=3.0psf;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Bearing at joint(s)20 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 163 lb uplift at joint 20,447 lb uplift at joint 16 and 239 lb uplift at joint 13. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 8904 Petite East Blvd.Tampa FL 33610 Date: February 24,2020 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mill a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall fit, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply - T19487600 2231231 104 GABLE 1 1 Job Reference(optional) Builders FirstSource.Jacksonville,Fl 32244 8240 s Jan 6 2020 MTek Industries,Inc.Sun Feb 23 14:53:40 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-JNG?u61rwZA35Rt7fUKJNmCCNVrAg7Fd6?j WssziE Wv I1-0 OI 7 -1-0 I 13-11-1 20-4-8 I 26-9-15 I 33-7-12 I 40-9-0 42-1-OI 1-4-0 7-1-4 6-9-12 6-5-7 6-5-7 6-9-12 7-1-4 1-0-0 Scale=1:69.0 ' 5x8 = 5x8 = 7.00 12 4 5 6 !■ a a a 8 a a a I ■ti 3x8 i 3x6 3x6- 3 7 2 !` \s\ 3 g e 8 B <6 .`t t/: r S \ S 1/0,,, : • 9 ' N I/ a 4 4 L 4 4 4 G „0 4 17\c/ 4 r , 4 un 4 4 4 J a i Ir p♦♦♦♦♦♦♦♦♦♦♦♦♦eimm�♦pf♦e.o!: g a 1• 22 21 20 19 18 11 10 8x10 i 3x4 = 3x6 = 3x8 =17 16 15 14 13 12 3x8 II 4x4 = 3x6 = 3x4 = I 7-1-0 I 13-11-1 I 20-4-8 I 24-1-8I 26 9-1527[2 8 33-7-12 I 40-9-0 7-1-4 6-9-12 6-5-7 3-9-0 2-8-7 041 6-5-4 7-1-4 Plate Offsets(X,Y)— [1:0-7-8,0-2-10],[4:0-6-0,0-2-4],[6:0-6-0,0-2-4],[22:0-1-8,0-2-0],[22:0-1-12,0-0-0],[35:0-2-0,0-0-8],[63:0-2-0,0-0-8] 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 0.54 Vert(LL) -0.08 18-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.12 18-20 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.86 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:452 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except BOT CHORD 2x4 SP No.2 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 3-20,4-18,5-18,6-12,7-12 REACTIONS. All bearings 6-2-0 except(jt=length)1=0-5-8,10=0-5-8. (Ib)- Max Horz 1=274(LC 9) Max Uplift All uplift 100 lb or less at joint(s)15 except 1=373(LC 12),12=-421(LC 13),10=-243(LC 13),17=-197(LC 9),16=-203(LC 1),13=-118(LC 3) Max Gray All reactions 250 lb or less at joint(s)16,15,13 except 1=765(LC 23), 12=1360(LC 1),12=1360(LC 1),10=364(LC 20),17=351(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1142/625,2-3=-968/643,3-4=-728/521,4-5=-349/400,5-6=-349/400,6-7=-23/308, 7-8=-309/286,8-9=-389/269,9-10=-335/265 BOT CHORD 1-22=-495/940,21-22=-509/949,20-21=-509/949,19-20=-323/554,19-84=-323/554, 18-84=-323/554,17-18=-308/243,16-17=-308/243,15-16=-308/243,14-15=308/243, 13-14=-308/243,12-13=-308/243,11-12=-143/255,10-11=-143/255 WEBS 3-20=-563/409,4-20=-186/431,4-18=519/253,5-18=-397/332,6-18=-407/738, 6-12=-1013/528,7-12=-610/437 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=3.0psf;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)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. Joaquin Velez PE No.68182 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit MiTNc USA,Inc.FL Cert 6634 between the bottom chord and any other members,with BCDL=5.0psf. 6904 Parke East Blvd.Tampa FL 33610 9)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of Date: bearing surface. February 24,2020 Continued on page 2 I 1 hut A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2016 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 MRTek 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$9 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 T19487600 2231231 704 GABLE 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,FI 32244 8.240 s Jan 6 2020 MiTek Industries,Inc.Sun Feb 23 14:53:40 2020 Page 2 I D:DpEIGAXPyiedoBZasN35JEzr6dAJNG?u6IrWZA35Rt7fUKJ Nm 0 C NVrAg7 Fd6?j WssziE Wv NOTES. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(jt=lb)1=373,12=421,10=243,17=197,16=203, 13=118. LOAD CASE(S) Standard 1 r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487601 2231231 T05 ATTIC 4 1 Job Reference(optional) Builders FirstSource,Jacksonville,Fl 32244 8.240 s Jan 6 2020 MiTek Industries,Inc.Mon Feb 24 09:17:36 2020 Page 1 71 7 ID:DpEIGAXPyiedoBZasN35JEzr6dA-x5VxNVtMFaDxUVT9rEfutcUQ 1 d621 f7_30bRdjzi_Lz 14 0 7014 6-102 0111 X1 12 [ 6-1--2 0 -15 6-0-2 I 7 0-14 24 0 Scale=1:73.2 - 7x10 = 7.00 12 2x4 II 7x10 = 6 7 8 t I r 1 I�• 9 21 22 5 5x8 = q 0 N r` 3x4 i _ r- 11-11-15 3x4 3 11 cy1 ID _DJ 2 121 N Bi • 20 19 18 17 16 15 14 4x8 II 4x6 = 6x8 = 6x8 = 4x6= 4x8 II 7-0-14I 14-2-12 [ 20-4-8 21-4-p 26-6-4 I 33-8-2 I 40-9-0 7-0-14 7-1-14 6-1-12 0-11- 5-2-4 7-1-14 7-0-14 Plate Offsets(X,Y)— [2:0-4-13,0-0-8],[6:0-8-0,0-2-4],[8:0-8-0,0-2-4],[12:0-4-13,0-0-8],[21:0-1-14,0-0-3],[22:0-1-14,0-0-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.23 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.34 19-20 >742 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Attic -0.17 15-17 764 360 Weight:317 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except' WEBS 1 Row at midpt 21-22,10-15,4-19 6-19,8-15:2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0,Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 2=1381/0-5-8,12=1354/0-5-8,17=681/0-3-8 Max Horz 2=-223(LC 10) Max Uplift2=-249(LC 12),12=-227(LC 13),17=-17(LC 8) Max Grav2=1386(LC 20),12=1354(LC 1),17=1098(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-812/60,3-4=1918/809,4-5=-1554/657,5-6=-1477/684,6-7=2420/1277, 7-8=-2420/1277,8-9=-1417/678,9-10=1515/665,10-11=1826/797,11-12=778/54 BOT CHORD 2-20=-545/1779,19-20=-545/1779,18-19=-268/1299,17-18=-268/1299,16-17=-268/1299, 15-16=-268/1299,14-15=-541/1566,12-14=-541/1566 WEBS 4-20=-32/290,19-21=-8/339,6-21=-1/381,15-22=-18/279,8-22=0/276,10-14=-63/267, 21-23=-268/217,22-23=-406/206,10-15=-579/346,4-19=608/353,6-23=698/1527, 7-23=-347/263,8-23=-730/1664 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=18ft;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 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)Ceiling dead load(5.0 psf)on member(s).21-23,22-23 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.17-19,15-17 Joaquin Velez PE No.8E182 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 249 lb uplift at joint 2,227 lb uplift at joint 12 MiTek USA Inc.FL Cert 6634 and 17 lb uplift at joint 17. 8904 Parke East Blvd.Tampa FL 33610 10)Attic room checked for L/360 deflection. Date; February 24,2020 LOAD CASE(S) Standard 4 4 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component,not m' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?%1 Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487602 2231231 TO6 ATTIC 4 1 Job Reference(optional) Builders FirstSource,Jacksonville,FI 32244 8.240 s Jan 6 2020 MTek Industries,Inc.Mon Feb 24 09:18:11 2020 Page 1 l p ID:DpEIGAXPyiedoBZasN35JEzr6dA-Pg6AjSIJOKdzBteu04n6o_RKUk2JkUS776zaooMBzi_LQ 11-4-0I 7-0-14 0 10-2 o 1-11 6�2 j 6--11--1122 26-S715 - 15 33-8-2-1 - 0-14 1Z40I Scale=1:73.2 7x10 = 7.00 12 2x4 II 7x10 = 6 7 8 M t I l � r I • 9 5 20 21 5x8 = •• 10 4 i n N • .4000•07: 1 3x4 iiliNsNie„ 11-11-15 3x4 3 11 212 19 18 17 16 15 14 8x10 = 618 = 6x8 = 8x10 = 6x8 II 6x8 II 7-0-14 14-2-12 20-4-8 26-6-4 33-8-2 40-9-0 ~- 7-0-14 j 7-1-14 6-1-12 j 6-1-12 7-1-14 7-0-14 Plate Offsets(X,Y)— [6:0-8-0,0-2-41,18:0-8-0,0-2-41,115:0-5-0,0-5-121,[18:0-5-0,0-5-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.29 15-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.46 15-18 >999 180 BCLL 0.0 * Rep Stress Inc: YES WB 0.60 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Attic -0.19 15-18 803 360 Weight:317 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 20-21,10-15,4-18 6-18,8-15:2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0,Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 2=1708/0-5-8,12=1708/0-5-8 Max Horz 2=-223(LC 10) Max Uplift2=-227(LC 12),12=-227(LC 13) Max Grav2=1874(LC 20),12=1874(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1357/126,3-4=-2733/910,4-5=-2721/802,5-6=-2648/828,6-7=-3312/1403, 7-8=-3312/1403,8-9=-2623/828,9-10=-2721/815,10-11=2733/910,11-12=-1364/128 BOT CHORD 2-19=-633/2427,18-19=-633/2427,17-18=-397/2317,16-17=-397/2317,15-16=-397/2317, 14-15=-639/2313,12-14=-639/2313 WEBS 4-19=-276/133,18-20=-63/882,6-20=-45/904,15-21=-63/881,8-21=-45/903, 10-14=277/133,20-22=-319/218,21-22=-318/218,10-15=410/307,4-18=-409/307, 6-22=-707/1568,7-22=-339/261,8-22=706/1567 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=18ft;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 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 Continued on page 2 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekit connectors.This design is based only upon parameters shown,and is for an individual building component,not lei a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487602 2231231 TO6 ATTIC 4 Job Reference(optional) Builders FirstSource,Jacksonville.Fl 32244 8.240 s Jan 6 2020 MiTek Industries,Inc.Mon Feb 24 09:18:11 2020 Page 2 ID:DpElGAXPyiedoBZasN35JEzr6dA-Pg6AjSIJOKdzBteu04n6o_RKUk2JkUS76zaoMBzi_LQ NOTES- 7)Ceiling dead load(5.0 psf)on member(s).20-22,21-22 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.15-18 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 2 and 227 lb uplift at joint 12. 10)Attic room checked for L/360 deflection. LOAD CASE(S) Standard t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss 'Truss Type Qty Ply T19487603 2231231 T07 GABLE 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,Fl 32244 8.240 s Jan 6 2020 MiTek Industries,Inc.Sun Feb 23 14:54:34 2020 Page 1 ID:DpEIGAXPyiedoBZa5N35JEzr6dA-jmXPDZyjC9 OZk?WpgIzZ9RSsGF2TevZXPoNmkziEW3 -1-4-0 5-6-4 10-9-0 15-11-12 21-6-0 1-4-0 5-6-4 5-2-12 5-2-12 I 5-6-4 3 Scale=1:35.2 rilI • 7.00 12 I 3x8 i IIfr ? I 2 �, 1illiiiii14IiIiIiiIiIiIg i.416111. i ill l&.- ;,��■ ■� •■� 4it ■�■m•• ■-:11 .--■�■�■�■�■�■��_ l at t 44 45 46 40 41 42 9 43 47 48 11 10 8 7 6 �� 1 7x8-i5 4x4 = 3x8— 3x8= 4x4= 7x8 5-6-4I 10-9-0 ` 15-11-12 I 21-6-0 5-6-4 5-2-12 5-2-12 5-6-4 Plate Offsets(X,Y)— 11:0-6-8,0-4-31,15:0-6-8,0-4-31,16:0-1-0,0-2-01,111:0-1-8,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 1-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.09 7-8 >999 180 BCLL 0.0 ` Rep Stress Ina- NO WB 0.46 Horz(CT) 0.03 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=955/0-5-8,5=930/0-5-8 Max Horz 1=-216(LC 4) Max Upliftl=-665(LC 8),5=620(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1450/963,2-3=-1000/721,3-4=-1000/717,4-5=-1425/929 BOT CHORD 1-11=-866/1164,11-40=-866/1163,40-41=-866/1163,10-41=-866/1163,10-42=-866/1163, 9-42=-866/1163,9-43=-866/1163,843=-866/1163,844=690/1140,44-45=690/1140, 45-46=-690/1140,7-46=-690/1140,7-47=-690/1140,47-48=-690/1140,6-48=-690/1140, 5-6=-687/1139 WEBS 3-8=-551/674,4-8=438/450,2-8=465/490 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;End.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=665, 5=620. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)106 lb down and 151 lb up at 3-0-0, 53 lb down and 67 lb up at 5-0-12,53 lb down and 67 lb up at 7-0-12,53 lb down and 67 lb up at 9-0-12,53 lb down and 67 lb up at Joaquin Velez PE No.88182 11-0-12,53 lb down and 67 lb up at 13-0-12,53 lb down and 67 lb up at 15-0-12,and 53 lb down and 67 lb up at 17-0-12,and 53 lb MiTek USA,Inc.FL Cert 6634 down and 67 lb up at 19-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6604 Pante East Blvd.Tampa FL 33610 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date. February 24,2020 Q0$[S@16dtelEplitafsliandard t i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd. 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 T19487603 2231231 T07 GABLE 1 1 Job Reference(optional) Builders FirstSource,Jacksonville,Fl 32244 8.240 s Jan 6 2020 MiTek Industries,Inc.Sun Feb 23 14:54:34 2020 Page 2 ID:DpEIGAXPyiedoBZasN35JEzr6dA-jmXPDZyjC9_OZk?WpglzZ9RSsGF2TevZXPoNmkziE W3 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=-54,3-5=-54,1-5=10 Concentrated Loads(Ib) Vert:40=-106(F)41=-53(F)42=-53(F)43=-53(F)44=-53(F)45=-53(F)46=-53(F)47=-53(F)48=-53(F) Immo A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487604 2231231 T08 Common 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:15 2020 Page 1 ID:DpEIGAXPyiedoBZasN35J Ezr6dA-9ng8P_AdgnYplf6_JQ98fLKBsOve28kNp3hK84ziGfE -1-4-0 5-6-4 10-9-0 15-11-12 21-6-0 1-4-0 5-6-4 5-2-12 5-2-12 5-6-4 Scale=1:45.7 4x4 = 4 7.00 12 4x4 i 4x4 3 5 1 4x4 1m1 4x46 11 2 Ib pni 9 1351 10 8 7 _ 6x8 = 3x6 = 3x8 = 6x8 = 10-9-0 21-6-0 10-9-0 10-9-0 Plate Offsets(X,Y)— [2:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.25 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.37 8-10 >680 180 BCLL 0.0 * Rep Stress Inc: YES WB 0.58 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. REACTIONS. (lb/size) 10=766/0-5-8,7=676/0-5-8 Max Horz 10=181(LC 9) Max Uplift 10=-214(LC 12),7=182(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-365/193,3-4=-758/449,4-5=-759/450,5-6=-278/153,2-10=363/287, 6-7=-260/165 BOT CHORD 8-10=-363/742,7-8=-370/717 WEBS 4-8=-246/479,5-8=311/279,3-8=-309/270,3-10=-687/365,5-7=-694/390 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=214,7=182. Joaquin Velez PE No.68182 MITak USA,Inc.FL Cert 6694 6904 Parke East Blvd.Tampa FL 33610 Data: February 24,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487605 2231231 T09 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:16 2020 Page 1 ID:DpEIGAXPyiedoBZasN35J Ezr6dA-dzE WcKBGR4ggNphBt8gNBZtK8oFOnbsWljRug WziGfD -1-4-0I 5-7-12 I 11-0-0 I 16-1-4 21-6-0 I 1-4-0 5-7-12 5-4-4 5-1-4 5-4-12 4x4 = 2x4 I I Scale=1:44.5 3x4 = 4 5 6 r• • 7.00 12 4x4 1:- 3 3 4x4 II 2 JI 1. t7 r Erie 47-4 &Si 9 11 12 C 8 10 7 3x6 = 3x8 = 5x8 = 6x8 = 11-0-0I 21-6-0 11-0-0 10-6-0 Plate Offsets(X,Y)— [2:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.50 7-8 >510 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.61 7-8 >415 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 7=676/0-5-8,10=766/0-5-8 Max Horz 10=257(LC 12) Max Uplift 7=-232(LC 9),10=-188(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-361/189,3-4=-687/357,4-5=-523/368,2-10=-361/286 BOT CHORD 8-10=-610/798,7-8=-285/388 WEBS 3-8=-355/295,5-8=-145/329,5-7=-640/478,3-10=-675/290 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=3.0psf;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=232,10=188. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 6804 Parke East Blvd.Tampa FL 33810 Date: February 24,2020 4 1 I liii I 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. mu 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 ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487606 2231231 T10 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:17 2020 Page 1 ID:DpEIGAXPyiedoBZasN35J Ezr6dA-69ouggBuCOoX_zGNQrCckm0R7CkU WAAgGNARCyziGfC -1-4-0I 7-0-0 14-0-0 15-4-0 1-4-0 7-0-0 7-0-0 1-4-0 Scale=1:28.7 4x6 = 4 7.00 12 354i 5 354 3 5x12 II ' 4. 5x12 II 6 2 7 4 0 0 0 0 0 0 0 0 27 28 29 30 31 32 0 8 l 7-0-0 14-0 7-0-0 7-0-0 Plate Offsets(X,Y)— [2:0-1-0,0-1-121[6:0-1-0,0-1-12],16:0-3-8,Edge],[8:0-0-0,0-1-12],[10:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.08 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.09 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=424/0-5-8,8=424/0-5-8 Max Horz 10=152(LC 7) Max Uplift 10=-339(LC 8),8=-339(LC 9) Max Gray 10=468(LC 40),8=467(LC 41) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-428/302,4-6=-428/301,2-10=455/330,6-8=-455/329 BOT CHORD 9-10=-179/335,8-9=-179/335 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)The Fabrication Tolerance at joint 2=12%,joint 6=12%,joint 2=12%,joint 6=12% 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=339,8=339. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)44 lb down and 157 lb up at 1-0-0,60 lb up at 3-0-12,60 lb up at 5-0-12,60 lb up at 7-0-12,60 lb up at 9-0-12,and 60 lb up at 11-0-12,and 44 lb down and 157 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) 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.8E182 Uniform Loads(plf) MiTek USA,Inc.FL Cert 6634 Vert:1-2=-54,2-4=-54,4-6=-54,6-7=-54,8-10=-10 6904 Parke East Blvd.Tampa FL 33610 Concentrated Loads(Ib) Vert:9=20(B)27=49(B)28=20(B)29=20(B)30=20(B)31=20(B)32=49(B) Date. February 24,2020 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTelvS connectors.This 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 Mirek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 3e610 Job Truss Truss Type Qty Ply T19487607 2231231 T11 Common 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:18 2020 Page 1 -1-4-0 7-0-0 ID:DpEIGAXPyiedoBZasN35JEzr aMMG1OCWziwOc7rZ_YjrGycjc4PFdOpVlw_IPziGfB 14-0-0 1-4-0 7-0-0 7-0-0 I 4x6 = Scale:3/8'=1' 3 7.00 12 6x8 = 411111‘11116 :8 = dig 2 4,1110/1 rw. Iw1 r tltltttr• mom ►mt ►�/ 6 5 7 4x8 = 2x4 II 2x4 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets(X,V)- [2:0-3-8,Edge],[4:0-3-8,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 0.79 Vert(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=527/0-5-8,5=434/Mechanical Max Horz 7=123(LC 11) Max Uplift 7=-149(LC 12),5=-116(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-499/272,3-4=-493/265,2-7=-498/377,4-5=-420/264 BOT CHORD 6-7=-253/381 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=3.0psf;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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=149,5=116. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8894 8904 Paste East Btvd.Tampa FL 33810 Date: February 24,2020 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply ' T19487608 2231231 T12 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:19 2020 Page 1 ID:DpE IGAXPyiedoBZasN35J Ezr6dA-2YveEMD8k?2FEHQmYGE4pBVgC?MF_fzjhfYHrziGfA -1-0-0 I 3-0-0 I 9-11-8 I 16-11-0 19-8-8 1-4-0 3-0-0 6-11-8 6-11-8 2-9-8 Scale=1:35.3 • 4x8 = 2x4 I I 4x8 = 3 4 13 5 7.00 12 Mk El �S 3x8 Q mnom MO 3x6 i 8 2 � 1.–'; � 11 10 9 14 15 8 12 7 2x4 = 4x4 = 4x6 — 3x8 = 4x4 = 3x4 = I 3-0-0 I 9-11-8 16-11-0 I 19-8-8 3-0.0 6-11-8 6-11-8 2-9-8 Plate Offsets(X,V)- [3:0-5-8,0-2-0],[5:0-5-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.15 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=771/0-5-8,7=774/0-5-8 Max Horz 12=61(LC 5) Max Uplift 12=-246(LC 5),7=-377(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-897/323,3-4=-1635/697,4-5=-1635/697,5-6=-1077/546,6-7=-838/411, 2-12=-755/247 BOT CHORD 9-11=-295/736,8-9=-476/909 WEBS 3-9=-466/968,4-9=-429/225,5-9=-354/800,6-8=-498/929,2-11=258/750 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;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)12,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=246,7=377. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 lb down and 43 lb up at 16-0-12,and 102 lb down and 96 lb up at 16-11-0 on top chord,and 220 lb down and 112 lb up at 14-0-12,and 17 lb down and 24 lb up at 16-0-12,and 61 lb down and 104 lb up at 16-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-3=-54,3-5=-54,5-6=-54,7-12=-10 Joaquin Velez PE No.68182 Concentrated Loads(Ib) MiTek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Vert:8=6(B)14=-220(B)15=4(B) Date: February 24,2020 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 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 Mirek` 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 Inform tion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply TI9487609 2231231 T13 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:20 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-WkT1 SiEmVJA6rO?y6zIJMP21 RPhVjVd6yLP5pHziGf9 -1-4-0 5-0-0 9-11-8 14-11-0 19-8-8 1-4-0 I 5-0-0 4-11-8 ] 4-11-8 4-9-8 Scale=1:35.6 • 4x4 = 3x4 = 4x4 = 3 4 5 7.00 ,2 3x8 5x8 i 8 2 a ;� ►� 10 9 8 13x4 = 4x8 = 3x6 — 4x8 = 2x4 11 5-0-0 14-11-0 19-8-8 5-0-0 9-11-0 4-9-8 Plate Offsets(X,Y)— 12:0-3-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.26 8-10 >898 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-2 oc bracing. REACTIONS. (lb/size) 11=709/0-5-8,718/0-5-8 Max Horz 11=92(LC 9) Max Uplift 11=-168(LC 12),7=-137(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-822/462,3-4=-655/456,4-5=-648/451,5-6=-805/453,6-7=-603/363, 2-11=-691/472 BOT CHORD 8-10=-476/844 WEBS 4-10=-283/198,4-8=-294/202,6-8=-240/567,2-10=-201/553 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)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=168,7=137. Joaquin Velez PE No-68182 MiTelt USA,Inc.FL Ceti 6634 8904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 � 1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,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 TI9487610 2231231 T14 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:20 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-WkT1 SiEmVJA6rQ?y6zIJMP2x8P19jWr6yLP5pHziGf9 -1-4-0 7-0-0 12-11-0 19-8-8 1-4-0 7-0-0 5-11-0 6-9-8 Scale=1:35.0 4x8 = 4x6 = 3 4 7.00 12 4 5x6 6x8 = 5 3dig2 IN.' 9 .. 8 7 •• 10 3s6 = 3x8 = 6 2x4 I I 4x4 = 4x8 = 7-0-0 12-11-0 19-8-8 7-0-0 5-11-0 6-9-8 Plate Offsets(X,Y)- ]2:0-3-8,Ed01j3:0-5-8,0-2-0],]4:0-3-8,0-2-0],[5:Edge,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.07 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.10 8-10 >999 180 BCLL 0.0 • Rep Stress Inc( YES WB 0.16 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 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) 10=709/0-5-8,6=618/0-5-8 Max Horz 10=123(LC 9) Max Uplift 10=-183(LC 12),6=149(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-793/442,3-4=-599/456,4-5=-781/436,5-6=-583/367,2-10=674/476 BOT CHORD 8-10=-273/428,7-8=-265/596 WEBS 5-7=-130/424,2-8=159/381 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=3.0psf;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)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 lb uplift at joint(s)except(jt=lb) 10=183,6=149. Joaquin Velez PE No.6a182 MiTek USA,Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI'TP11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487611 2231231 T15 Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 2311:28:21 2020 Page 1 ID:DpEIGAXPyiedoBZasN 35J Ezr6dA-_x1Pf2FOGdIzTaa8fhGYucaE0p2VSwPGB?8fLkziGf8 -1-4-0 4-7-12 9-0-0 10-11-0 15-2-0 19-8-8 1-4-0 I 4-7-12 4-4-4 1-11-0 4-3-0 4-6-8 4x4 = Scale=1:38.3 • 5x6 = 4 5 / r 7.00 12 4x4 i 4x4 3 • uS 3x4 2x4 II I I 7 2 1 >Q v - v + I 11 0 =. 12 3x8 = 3x6 = 9 8 3x8 = 3x4 = 3x4 = 9-0-0 13-9-4 19-8- 9-0-0 4-9-4 5-11-4 Plate Offsets(X,Y)— [5:0-3-0,0-1-121,112:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.17 10-12 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.26 10-12 >639 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:123 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=513/0-5-8,956/0-5-8,8=157/0-5-8 Max Horz 12=155(LC 9) Max Uplift 12=-146(LC 12),9=-175(LC 13),8=-38(LC 13) Max Gray 12=513(LC 1),9=656(LC 1),8=174(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-255/123,3-4=332/224,4-5=-318/242,2-12=-286/237 BOT CHORD 10-12=-188/427 WEBS 3-10=-294/240,5-10=-111/266,5-9=-440/202,6-9=-309/259,3-12=-364/198 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=1b) 12=146,9=175. Joaquin Velez PE No.83182 MiTak USA,Inc.FL Cart 8634 6904 Parke East Btvd.Tampa FL 33610 Date: February 24,2020 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use ony with MTelt®connectors.This 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and 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 • T19487612 2231231 T16 Common 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:22 2020 Page 1 I D:DpE IGAXPyiedoBZasN35JEzr6dA-S7bnt0 F01 wQg5k8LDOnnRg7PjDRQBLgPQfuCuAziGf7 -1-4-0 5-1-8 9-11-8 14-8-4 19-8-8 1-4-0 I 5-1-8 I 4-10-0 I 4-8-12 I 5-0-4 • 4x6 I I Scale=1:42.7 4 1118 7.00 12 4x4 i 4x4 -� 3 5 #••a 4, • 2x4 I I 3x4 I 6 2 A li I lea _ -- _. _. ►—. t=. 10 9 12 13 ► Et� 11 8 7 3x6 = 3x4 = 3x6 = 3x4 = 3x4 = 7-0-6 13-9-4 19-8-8 7-0-6 I 6-8-14 I 5-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.07 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.09 8-9 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.49 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=510/0-5-8,8=665/0-5-8,7=152/0-5-8 Max Horz 11=169(LC 9) Max Uplift 11=-150(LC 12),8=-175(LC 13),7=-42(LC 13) Max Gray 11=510(LC 1),8=668(LC 20),7=166(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-270/168,3-4=-473/311,2-11=-303/266 BOT CHORD 9-11=-172/474 WEBS 3-9=-294/250,4-9=-189/357,4-8=-446/161,5-8=-347/291,3-11=-366/140 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=3.0psf;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)Bearing at joint(s)11 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 lb uplift at joint(s)7 except(jt=lb) 11=150,8=175. Joaquin Velez PE No.66182 MiTek USA,Inc.FL Cart 6634 6804 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 1 i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 'Job Truss Truss Type Qty Ply T19487613 ' 2231231 T17 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, —8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:23 2020 Page 1 ID:DpEIGAXPyiedoBZa5N35JEzr6dA-wJ994kGfnEYgiujXn610z1 gYHdiowo0YeJdlQcziGf6 -1.4-0I 5-3-4 I 10-3-0 I 14-10-0 (_.._-- 19-8-8 --- 1-4-0 5-3-4 4-11-12 4-7-0 4-10-8 4x8 = 2x4 II Scale=1:41.7 - 3x4 = 4 5 8 'ate i1I 7.00 12 eeeIIIII,diojiggil000001101°°°I 4x4 i 3 • 3x4 II 2 r 1 ,I, Innz Ea '7 •111IMMIIMIIII3 MEI Aim Imo ►t 10 rMil 12 13 1E21 9 113x8 = 8 7 3x6 = 3x4 = 3x4 = 3x4 = 10-3-0 13-9-4 19-8-8 I 10-3-0 I 3-6-4 I 5-11-4 Plate Offsets(X,Y)— [4:0-5-8,0-2-0],[11:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.28 9-11 >592 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.41 9-11 >393 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.49 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 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. (lb/size) 7=123/0-5-8,11=497/0-5-8,8=706/0-5-8 Max Horz 11=241(LC 12) Max Uplift 7=-86(LC 8),11=108(LC 12),8=-219(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-305/144,2-11=-322/255 BOT CHORD 9-11=-362/469 WEBS 3-9=-367/300,4-9=116/315,4-8=-470/303,5-8=-303/225,3.11=278/49 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;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 loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 5)Bearing at joint(s)11 considers parallel to grain value using ANSI/7P'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 lb uplift at joint(s)7 except(jt=lb) 11=108,8=219. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6804 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 it H A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T19487614 2231231 T18 Monopitch Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FL-32244, 8.240 s Feb 7 2020 MiTek Industries,Inc. Sun Feb 23 11:28:23 2020 Page 1 ID:DpEIGAXPyiedoBZasN35JEzr6dA-wJ994kGfnEYgiujXn6l0z1 gendnlwvSYeJdlQcziGf6 3-0-0 3-0-0 Scale=1:16.8 2 2x4 II 7.00 12 , • ' 3x8 i 1 e•tamismor. 5 3 4 4x4 = 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Inc: NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=230/Mechanical,4=367/0-5-8 Max Horz 4=57(LC 8) Max Uplift 3=-102(LC 8),4=-79(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)4 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 lb uplift at joint(s)4 except(jt=lb) 3=102. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)424 lb down and 126 lb up at 1-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-4=-10 Concentrated Loads(Ib) Vert:5=-424(F) Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 24,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekla connectors.This 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 MilQk` 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 ANSbTP11 Quality Crlferie,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/' Center plate on joint unless x,y I 6-4-8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. obi‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ()AN2. Truss bracing must be designed by an engineer.For hib wide truss spaang,individual lateral braces themselves may require bracing,or alternative Tor I pbracing should be considered. MI. O111111131M1111 � ■ O d 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. I— O 4. Provide copies of this truss design to the building c7-e cs-7 C5-6 designer,erection supervisor, roe owner and For 4 x 2 orientation,locate 9 P property rty BOTTOM CHORDS all other interested parties. plates 0- 'tie'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. i� Indicated by symbol shown and/or g by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMMO reaction section indicates joint __ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable —. environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalMil project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, k620.Design assumes manufacture in accordance with Guide to �,Good Practice for Handling, IIVI'T ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 • MiTek. MiTek USA, Inc. • 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, )2—//7 Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 I ID OR MiTek USA,Inc. Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing is impractical. T-Brace/I-Brace must cover 90%of web length. - D Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. • mu ENG R DDBYY i H NN �N�f Brace Size for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB _ 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better) as web member. T-BRACE i 4 `011111 M/if `��0%.ksNSA ; zilei Nails Section Detail �`,k.0 V\• C•E N SF��&2 1. \ • No 39380 T-Brace * --,.r Web �� • Nails .. i‘�r�s,O N Ak- Ns‘ 1111111101 Web 11 -Brace Thomas A.Albanl PE No.39380 DMAMirek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE 1 ' J1DOO MiTek USA,Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) • o BRACE ' I=1-r 1 • 24"0.C. 48"O.C. 72"O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A 1 B I C l D C D L- ENGI - x B REI C a 10'-0" 1610 1886 1886 2829 1 A MU(AINIIaIe 12,-0" 1342 1572 1572 2358 • 3143 I 3143 4715 4715 7074 14'-0" 1150 1347 1347 P021 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 *Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5")FOR 144 BRACES,2-10d(0.131"x 3")FOR 241 and 244 BRACES,AND 3-10d(0.131"x3")FOR 2143 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-Bd(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2.10d(0.131'43')NAILS FOR 243 and 244 LATERAL BRACES,AND 3-10d(0.131'43')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-B9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wWO,.sbcinduslry.com and VNNI.tpinstorg 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 41' zlit'�44111itArlow :I CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEENOTE4) ,ttttt1111I/Viii 1 .,` S A. z i ,A '7 c \p//k / 14, ). 1111, ri 4 .. .... ••• ... No 39380 " .I � ,� T E,.,.0.1-"-----•;141: TRUSS WEB , 7-'1'"-:0*.•`;.9........k...........................:: • 1,14,0 N Al_"1/111 - MEMBERS Thomas A,Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek USA,Inc.FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. 4 4 AUGUST 1, 2016 I SCAB-BRACE DETAIL Mil-SCAB-BRACE P® MiTek USA,Inc. Page 1 of 1 • 0o Note: Scab-Bracing to be used when continuous .L-T1LA.Llateral bracing at midpoint (or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". ' NE BY El A,RA Millais ***THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES(OR BETTER)AS THE WEB. r1 ,k MAXIMUM WEB AXIAL FORCE= 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE , 2x4 MINIMUM WEB SIZE 1 MINIMUM WEB GRADE OF#3 11 ,oto t U I!t ttttl, `� NN•0":. . A g4(9tii• • ,/,<Z,....''G•E N .'9 % No 39380 Nails Section Detail z-p _ �-:" ®E Scab-Brace ��'' -C:.:,-:- P;"' � *., web �'i,,is,ONAi EC��N Thomas A.Albanl 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 FL 33610 Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REPO5 VERTICAL (RIBBON NOTCH VERTICAL) 1 ii I OR MiTek USA,Inc. Page 1 of 1 • =OD 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL 0o INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 0o OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO n VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED 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 ENGINEERED BYrAPPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. REIIIIC 3.SUCH AS TO AVOID SPLITTING OFTHE END DISTANCE,EDGE ACE,AND CING OF NAILS SHALL BE THE WOOD. A Wok Affiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE V I TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND ►, LUMBER GRADES ►=, -IN N. ■\ U = ,:• DO NOT OVERCUT : 1 A/ DO NOT OVERCUT Li■MINIMIIIIIIP 111=1111111111111= 1 En 1133.1 1 1/2" ► 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE 0 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS NMI 10-7:511 BM! ■r ��` % PSA• A , ' r �� DO NOT OVERCUT ,/ ...`,.��;G•E•NS�e12/,' ;/ �/ • •• • // dA No 39380 'ir0 A DO NOT OVERCUT O/. x T. E . s.. PL: °I 1 1/2" \ I. 1 1/2" ''....--0-'' 77------oloe.--- ." 4/:: � �• N AL .° ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) ,t t t t t• t t�i��` TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Alban'PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 a AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP ��D O Typical_x4 L-Brace Nailed To MiTek USA,Inc. Page 1 of 2 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud i o0 FT1 Vertical Stud DIAGONAL (4)-16d Nails , ` BRACE MiTek USA, Inc. X>< ENGMEERE� g` 16d Nails A RD U SECTION B-B e/ Spaced 6"o.c. A Wait Affiliate /-�161> (2)-1Od Nails into 2x6 NG 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS .,A'R 2x4 No.2 of better 4IA4.O.C.MAX - SHOWN ARE FOR ILLUSTRATION ONLY. Ik Typical Horizontal Brace Nailed To 2x_Verticals SECTION A A w/(4)-1od Nails 2x4 Stud 12 BETWEEN THE FIRST 1111111li©Q Varies to Common Truss TWO TRUSSESS AROVIDE 2x4OS NODCKING . TOENAIL BLOCKING iii TO TRUSSES WITH(2)-10d NAILS AT EACH END. p%i iii��.IMI"iI" "['""1 SEEDRAWINGS INDIVIDUFORAL MITEKDESIGN ENGINEERINGCRITERIA ATTACH(5)-10dNAILS. DIAGONAL BRACE TO BLOCKING WITH • ilhlN _ 3x4= SHEATHING ITO 2x4 STDSPF BLOCK PLYWOOe %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B _ NOTE: 24"Max 1111•1111:1M11111MDL'• ►2rJ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1�-3a (2)-10 I WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. M NAILS] IK (2)-tOd NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / ��P ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / .I BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB 0__., �� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. �� /TrLIS' -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 14 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 0___, 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. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall ., 06-01-13 BY SPIB/ALSC. "_, (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Brace L-Brace L-Brace BRACE 1/3 POINTS ,,,1111111/1/11' Spacing Species ,Ns Op,S A. A4 &sig and Grade Maximum Stud Length `�� 'G"E,N e1 iii 2x4 SP No.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 N'\ SF • L," • ..i 2x4 SP No.3/Stud 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 No 39380 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to ,3;:.. ..._,:r ' ..�"" ��= one edge. Diagonal braces over 12'-6"require 2x4 I-braces % TA _E 7. attached to both edges. Fasten T and I braces to narrow edge %o-. _ :r1:17/::: of diagonal brace with 10d nails 8"o.c.,with 3"minimum g 1 Q \�• end distance. Brace must cover 90%of diagonal length. dies R `"• ,�`•% MAX MEAN ROOF HEIGHT=30 FEET ��iett ;/O N Al-;`,`�,, CATEGORY II BUILDING Thomas A.Alban'PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH-- 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP DECO O MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To • 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud r ,== Vertical Stud (4)-16d Nails , ` BRACE ONAL --/ • MiTek USA,Inc. .\iki ...47 �`NGIN �r ` 16d Nails No SECTION B-B �` Spaced 6"o.c. Iii, S.-� A�.rl�Affiliate 7---1/11.- .> � (2)-10d Nails into 2x6 : 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. r-,•\ Typical Horizontal Brace –� Nailed To 2x_Verticals SECTION A A w/(4)-lOd Nails ��il �,�©� Varies to Common Truss 2x4 2x4 tud PROVIDEBLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. pr 4ViI /iIr//////////////./% moi; SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH AI I I I i DRAWINGS FOR DESIGN CRITERIA (5)-lad NAILS. (4 "X2.5" NAILS NIMUM, u ��hw� 3x4= SHEATHIINGITO 2x4)STD SPIFIBLOCK PLYWOOD — n %///�////////////�.�////4� * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 1.24-Max ;:—AN= ':'1PANiKt►OL1 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" r �- 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-10 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAILS/ ic.• (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / 41 BRACING ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / , 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB .4! / ^ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. �� /Trus- -s �.`�' 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. ��• / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A _. 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL r BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2 6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace V 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[1240. if needed 0_, 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 SCISSOR12 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 ATii t�tIII►I! Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ��0%%i PS A. A pit Species O0 e e� and Grade Maximum Stud Length % " 4. •" •GENS-- /4, ," i 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 F •• zx4SPNo.3/Stud 16"0.C. No 39380 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No.3/Stud4"O.C. 2 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 '" �T E � � one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge i .„(,, .fit,— " ..'_�� of diagonal brace with 10d nails 8"o.c.,with 3"minimum °0/��‘."*.k O R \ end distance. Brace must cover 90%of diagonal length. eii S' •... ...•• •• r1C,N• 'eta SiO,ONAL `�•- MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6, 2017 Standard Gable End Detail MII-GE140-001 =OD CFO USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To I 01 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud 0I0� �I I Vertical Stud (4)-16d Nails DIAGONAL I 1 . , ` BRACE MiTek USA, Inc. 1�' _Ai O ` • ENGINEERBY r �_ ` 16d Nails A- RENlC I SECTION B-B �` Spaced 6"o.c. A Wok Affiliate --..Ek BRACE (2)-10d Nails into 2x6 �� 2x6 Stud or " TRUSS GEOMETRY AND CONDITIONS .'♦' 2x4 No.2 of better DIAGONAL O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals A SECTION A-A w/(4)-1od Nails 2x4 Stud 12�,� � Varies to Common Truss PROVIDE 2x4 SSSBLOCKINGOT D.T TOENAIL ENATHE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING .• (/.r Nor/i//////////Az, ilii/- .•,;• SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH AI I I I DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. y ;��N� 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD SHEATHING TO t '1 2x4 STD DF/SPF BLOCK �1•— %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"Max :- LPMAIIUW, 1.NOTE: ll MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1.-3" (2)-1 I �• 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS/ •E. . (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ,'�� 0 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � BRACING OF ROOF SYSTEM. ( J .�� / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB �� /Trus- -s @ 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 0 / 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 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace V ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) if needed $--, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR 1.1 TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND ::,7.-.1 (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 BRACE %��t�trrt�r��i Species Spacing Brace L-Brace L-Brace 1/3 POINTS ```•oi• A. q4�,,', and Grade Maximum Stud Length ```.� •�\C E NSF.•9'1 '. 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 ,--"*` •; 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 ="12.,.:•(--" ---: O :� ST�A.�,E * Diagonal braces over 6'-3"require a 2x4 T-Brace attached to :`C Yer`- ,-e: one edge. Diagonal braces over 12'-6"require 2x4 I-braces ..0'-'1N."•,< O R 1 Q.,•" \. ,`� oattached b w th both 10d nails 8"o.c.,with 3"minimums to narrow edge ,•,�.,S;ON Ai�?�•` end distance. Brace must cover 90%of diagonal length. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 MAXIMUM WIND SPEED=140 MPH 6904 Parke East Blvd.Tampa FL 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 MII-GE170-D-SP 1 /' 1OD O MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 0 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud 1 1= 0Vertical Stud 4 -16d Nails , DIAGONAL OR SPF No.2 • . � ( ) ` 2X6— BRACE MiTek USA,Inc. IA O` ENGINEERED BY 16d Nails a� 9 SECTION B-B LOLSpaced 6"o.c. RE ,� , A IfTak Affiliate � DIAGONAL BRACE (2)-10d Nails into 2x6 : 2X6 SP OR SPF No.2 4'-0"O.C.MAX ="1"------,„,Typical Horizontal Brace =• TRUSS GEOMETRY AND CONDITIONSNailed To 2x4 Verticals SHOWN ARE FOR ILLUSTRATION ONLY. w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 �� di �©� Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST ii�iriE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING (,1II-T -��-•------ TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH iy (5)-10d NAILS. �..h. 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD tin n SHEATHING TO 2x4 STD SPF BLOCK %///////////////// ///////. * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin. NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. �� V�; 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Ma (2) y11 ' rarAll ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAILS'/ r. (2)-10d NAILS BRACING OF ROOF SYSTEM. / ��► 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 / .� OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0--; ��• / @ DIAPHRAM AT 4'-0"O.C. �. /Trus',-s 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL +� / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace (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 \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. I I- 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall 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 1/3 POINTS �11itl/i� Species and Grade Maximum Stud Length `,SOS p,S A. A<iiii�i 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4nn: B �� .`,�`Z` '"GENS•' ��i '� 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 N' �••• , 2x4 SPNo.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 •• No 39380 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 F • --,,,, . - "= 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 ;, * (� E ,�..-'=-''�V X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to ;,;. ~-. --:�:._ -~_ •,C/ one edge. Diagonal braces over 12'-6"require 2x4 I-braces i-�, "•'' � ' �;• ,Z attached to both edges. Fasten T and I braces to narrow edge ,i�F . 0 R ‘ �% of diagonal brace with 10d nails 6"o.c.,with 3"minimum ,i Os., ........ •• ••E� �% end distance. Brace must cover 90%of diagonal length. �irii'1111111W Atick T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Albani PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cart 6634 EXPOSURE D 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 • AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP 01 I ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To o� 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud • I 1= ( —LI Vertical Stud 4 -16d Nails ` DIAGONAL 2X6 SP OR SPF No.2 ' . ( ) , BRACE MiTek USA,Inc. 1�'`�,-467 �` IN A •B —, ` 16d Nails A EsIC Q SECTION B-B e/ Spaced 6"o.c. AYRek Affiliate /--i 11\�_ DIAGONAL BRACE 4'-0'O.C.MAX (2)-lad 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 11 12 SECTION A-A 2X4 SP OR SPF No.2 all I,i©` Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST iiiiiiiiiiiitiiiiAZ/ ii;Ail SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. Y ATTACH DIAGONAL BRACE TO BLOCKING WITH �� (5)-10d NAILS. InN_ 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD %'i"'"///i"i"'i"in": 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,, 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND If It , / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-0" (2)-10 iiWA ``3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAIL/ pg. (2)-10d NAILS BRACING OF ROOF SYSTEM. / ��r 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 ♦♦ OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF __, ♦♦ / DIAPHRAM AT 4'-0"O.C. ♦♦ /TrUS -S @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A I-♦ 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ►� / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace V_____(REFER TO SECTION A-A) at 1/3 points DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. If n@eded O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. -16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR / OCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall :I NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2xDIAGONAL 4 I BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species ,,,ttttlIlilllll' and Grade Maximum Stud Length ``�• 0P,S A. ,g4Q0�',, 2x4 SP No.3/Stud 12"o.C. 3-7-12 5-4-11 6-2-1 10-11-3 `s•-•Z. .••.GENS•• 14 0� 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 \' �••'• • 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 No 39380. 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 ▪---- * ._-;� 2x4 SP Na.2 16"O.C. 3-5-13 4 8 1 6-2-1 10 5 7 * ;r{ 2x4 SP No.2 24"O.C. 3-0-8 3-9-12 6-1-1 9-1-9 •c -TA E vY •,r 11-1: X Diagonal braces over 6-3"require a 2x4 T-Brace attached to 1- -- - 4/ one edge. Diagonal braces over 12'-6"require 2x4 I-braces i-•.• ` . attached to both edges. Fasten T and I braces to narrow edge �i�F•••4. O RIC ...."�jV of diagonal brace with 10d nails bin oc.,with Sin minimum end distance. Brace must cover 90%of diagonal length. ��lll N A�l{t•t% T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Albans PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cert 6634 EXPOSURE D Parke East Blvd.Tampa FL3361 Q ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 69049te_ DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 • • AUGUST 1, 2016 STANDARD PIGGYBACK Mil-PIGGY-7-10 TRUSS CONNECTION DETAIL LI —]I II j ® MiTek USA,Inc. Page 1 of 1 L1111 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET o, MAX TRUSS SPACING=24"O.C. II � 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 �RENGINER I1[IC D BY r TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING •WakAffiliate ENGINEER/DESIGNER ARE REQUIRED. E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING.CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH.D-2 X X 4-0'SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERE, ■ ILON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @4"O.C. �� SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING I�®sa'am®—I�®liraz,„ IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH ■m m\I04 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 w* PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: '-' 72.4—!.'L.' �72N� ,l\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \\`�II�I \\i\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE `i \\� TRUSS MITEK DESIGN DRAWING. ` \ \'\� 77-Zaroms :411 SCAB CONNECTION PER -.--•— ••••%' l�--`_ ,�'—�• � - NOTE D ABOVE / 4'�� 1 I\ /PP— ,1 kt... ..711 iiii AN 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. VERTICALND WEB GTOFOR LARGE CONCENTRATED LOADS APPLIED i l i f I# EXTEND THROUGH �� tllr BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: �'�s \S A. q� ��e�� OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ♦• G E A. !.j MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ♦♦ • \ s ,. FZ AS SHOWN IN DETAIL. ` �•�' V 0 • r 2) ATTACH 2 x_x 4'-0'SCAB TO EACH FACE OF .♦♦ • TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS • N O 39380 •.:,--.-- SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH 1. / VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) • yy (MINIMUM 2X4) — A 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 7::::::::;\••6::. ' 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ; ', E "' �U: •„� BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS t,” < , /.4". GREATER THAN 4000 LBS. . .:' 2._ 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, � •., © R l©•' NUMBER OF PLYS OF PIGGYBACK TRUSS TO / 5) COTHNCENTRATED LOAD MUST BE APPLIED TO PIGGYBACK AND THE BASE TRUSS DESIGN. HH BASE TRUSS. 'i�iS �Q(�Ai, `` `,, Thomas A.Albani PE No.39380 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 I II I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET o, MAX TRUSS SPACING=24"O.C. 1i== 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 Ir_Ll 0 ENGINEERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). _ RET ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A urr*Affiliate 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#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 �t\�0N.IL-��aIk IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH \\\��ii mmimii�am., DIRECTIONS AND: ■� .40' 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 It. C ', E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH < > ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: �� REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD ' "Ail \ GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ` \\\\ TRUSS MITEK DESIGN DRAWING. \`\i\'� �' . SCAB CONNECTION PER I. 116��. .aa NOTE D A:OVE �/ �N4 ‘ � tI % '-, ,,,,,Ni(kIN.,:','lit •_, ...,_„\ :;1111\ 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 s/\ ATTACH WITH 3 6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or `:.\ FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint %% and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH otimt ly BOTTOM CHORD TlVERTICAL CAWEBS OFTRUSS QPtIGGYBACK AND BASE TRUSS �„%i Or.IRING A VERTICAL WEB: A• gz4s, .4 OF PIGGYBACK MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �•��'�:• .\C+E•,Y S ..I.,•i. WI AS SHOWN IN DETAIL. i 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF N a 3938Q ........,._... TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3')NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH f VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) G-p; ,ma .,.--'✓�y- (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM ;; © ,.•as.T. E 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW `•"2:- '.." t `` Z 0.. WET BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADSGREATER THAN • �i�F • O R t�•''�`%�� la 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,00 LBS. ��SSION At-��i��,, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. ��r» r 1t��1 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Alban PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 • AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPO1 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES I II ® MiTek USA,Inc. Page 1 of 1 • nDD TOTAL NUMER EACH S DOEF MAXIMUM FORCE(lbs)15%LOAD DURATION It H I OF BREAK` X SP DF SPF HF . IID INCHES 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 Lr ENGINEERED BY e REl1IJC 0 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A Wok Affiliate 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"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 //09, 7ivi 8 ,44,1,1‘ l 4 40//j/Pfd.. BREAK • ef,•10d NAILS NEAR SIDE +10d NAILS FAR SIDE \l‘\N TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY a 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 ,`00'1111 ,i,, NOTES: �� NS A. ,4 iii 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES �„� QM �8 /1, NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS .?,.$•.•.\C ENS •Q�fi,.,, SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED ' REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. .. : No 39380 ",. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR i}` AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID z-a:K..- , : UNUSUAL SPLITTING OF THE WOOD. , 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID ',"V,--ST E 4, ` LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. i�...4;"` 14^" 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. oi,F t O R 1 c1-11;:' 5. +;j'. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. •.•`'f ONAi-� ��`, Thomas A.Albani PE No.39380 MEek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP rvim II I ® MiTek USA,Inc. Page 1 of 1 NOTES: 1.TBE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ANOD E-NAILS MUST HAVELL FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND • loo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. J-n 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. L, ENGINEERED BY RENC n THIS DETAIL APPLICABLE TO THE A 11Tek Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY O .131 88.0 80.6 69.9 68.4 59.7 Z .135 93.5 85.6 74.2 72.6 63.4 _J to .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW CI (2x3) 2 NAILS Z .128 74.2 67.9 58.9 57.6 50.3 ,- .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 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: M NEAR SIDE I NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity WI .toistitti �,' NEAR SIDE I NEAR SIDE .`Nol,l p„S• A. Ail,,I, ,•, NEAR SIDE M 1 NEAR SIDE ��`�•Z+.•1•�CENSF ••2 1 NEAR SIDE 1. No 39380 O•/....-- ' ro ;c-- T: E •_----10-/- y .��,,s`S,O N A, `C?.. c".•S. Thomas A.Alban'PE No.39380 Mitek LISA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 ANGLE MAY ANGLE MAY VARYMAY ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 30°TO 60° 45.00° .7' ., 45.00° 45.00° ‘--7 1AI AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 I ii 1 R MiTek USA,Inc. Page 1 of 1 =DO O GENERAL SPECIFICATIONS • 100 i= -D 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW • MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND IRDERRTRUSS NGIN 8 SECURE PER DETAIL A o BRACE VALLEY WEBS IN ACCORDANCE WITH THE ANRek Affiliate OR GIRDER n 0 GABLEEND,COMMON TRUSS 4.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. f---I — ii T II fr I' 11----1;--- n II II II II II n II ii II II II II ii I II Ij j II II II I� II II II II II II I' II II II II J II II II II I II II I II II II II I ij II 11 J J , BASE TRUSSES VALLEY TRUSS TYPICAL r 1 VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P t2 OR GIRDER TRUSS I. 1011 SEE DETAIL A BELOW(TYP.)\ •••••• hib,. SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ I 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) 4,„ MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES _....:...,_ -,.,-f toli1l1tilt, 2 No 39380 DETAIL A % ;mow (NO SHEATHING) -.,c<`'••L O R►Q•_•'`�j`�.` N.T.S. '',SS1otu Av.`;`%N -,11/1,11100 Thomas A.Albani PE No.39380 Mtiek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 1 II I ® MiTek USA,Inc. Page 1 of 1 =EDI GENERAL SPECIFICATIONS 11 I - lo0 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND 1 r N IN E.BY OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A REC 5.BRACENAILING VALLEY DONE WEBSPER INNDS-01 ACCORDANCE WITH THE 6. AwIr,k AffiliateINDIVIDUAL DESIGN DRAWINGS. 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. f' -- -- -- "-- w--1I-- — q �,— ii-- T---ir---n---rr--71--- I i II II I ❑ U II II h h I u u II i, I i , I I ❑ It: II p I IIj II 1 II II 11 ,i Ii I, I ❑ II 11 II ii u u I II I II '1 I II ifr 1 il II n I I I I I I �I 11 I A .1 I, I II I BASE TRUSSES VALLEY TRUSS TYPICAL 1, VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P OR GIRDER TRUSS - 111111411111 1 fI9 IL (TYP.) ll SECURE VALLEY TRUSS .. 6" <.....•... •...•.•. . . 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 IMAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C TO THE ROOF W/TWO USP WS45(1/4"X 4.5") WIND DURATION OF LOAD INCREASE:1.60 WOOD SCREWS INTO EACH BASE TRUSS. MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF I4' ON THE TRUSSES ttttltlttlin No 39380 *Max = )..‘--'..:T Li.••f � � :::"— ' QST� 1TN:\ • ,��SiS�O N ��,`�4:1 ttuThomas A.AlbanlPEo.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 • AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP I I II I ® MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS • ,o, 1.NAIL SIZE 16d(0.131"X 3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A • MiTek USA, Inc,EL. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A RENIC4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING A L GABLE GIRDERER,COMMON TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A AMTak Affiliate /OR TRUSS 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. 5 I� II t , I, 1, ' i ( ,� II �� I 0 it II II II II I, ;� II 0 II II I; I' I I: BASE TRUSSES VALLEY TRUSS TYPICAL r . VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P �p OR GIRDER TRUSS :,.„.....„.„..„....„ _11,11110 ,, V SEE DETAIL A BELOW(TYP.) 1111 SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS NO.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS I ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY II BUILDING 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 4 ��' �„„ 1' ON THE TRUSSES 0011111H” ,„ 4 ,.Diff_ .�•t`ON A. A�i'• •% ...... o'••'•i•i ,, ..,•",z,0....G e'4 iii No 39380 ' DETAILA r .°' ^--i." ~~ F...13 ... .41 : (MAXIMUM 1" SHEATHING) %•--* ST_ *-E,,..04 .:-- • 'i .0 N.T.S. �', .. . . ......F �0 R 10.• C.,v ss: i"i,, 0 N {T-%;0- it/HuttThomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) 1 II I ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 1VrD TO EXCEED 48"O.C. SPACING + , o0 , ,== II MiTek USA,Inc. y,IMM 0 ` ANRNtAMIW i 41* !F4, , ' 4 t 7 '. 4 •, 4 ' FOR BEVELED BOTTOM CHORD,CLIP BE APPLIED TO EITHER FACE 4 ilk* ' 40",. /1111. ..... 11) ,, Aiii,„ ,.. ` ,.: TOIP MAY BE APPLIED THIS TOS FACE UP ' A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH FA USP RT7 OR EQUIVALENT �-40,- al -.441141, WIND DESIGN PER ASCE 7-98,ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH III MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING NON-BEVELED EXPOSURE B or C BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER ��•`��`PS A. A� 11 �` i., VALLEY TRUSSES MUST BE DESIGNED .,��c�G E Ng0..1,0:. WITH A MAXIMUM UNBRACED LENGTH OF U ••• 2'-10"ON AFFECTED TOP CHORDS. NON-BEVELED ATA No 36380 BOTTOM CHORD --- * "� NOTES: ••- .,T. E . ;''tuz -SHEATHING APPLIED AFTER C3.�« 2ry INSTALLATION OF VALLEY TRUSSES -THIS SPF S STALL IS SNOUMBERLICABLE FOR '��'•....ONA1--0%- liitill CLIP MUST BE APPLIED Thomas A.Aibani PE No.39360 TO THIS FACE WHEN MiTek USA,Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Date: January 19,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE146-001 DEEDI II I ® MiTek USA,Inc. Page 1 of 2 _ Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c.1 Vertical Stud == • �� Vertical Stud (4)-16d Nails ` DIAGONAL liii7 ,` BRACE MiTek USA,Inc. = �` �—// IN Tia 16d Nails ° SECTION B-B Rk Spaced 6"o.c. A Ynak Affiliate 1-11"-into ...�►ii> (2)-10d Nails into 2x6 M�4� 2x6 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)-10d Nails 2x4 Stud 12 ,r-lik:ir , Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING ( i iiiiAyr_ 45er i//A //////i: SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH '� (5)-10d NAILS. (4ill 01 i , 3x4= SH ATTACH 2x4 STD"X 2.5") ISP BLOCK LS MINIMUM,PLYWOOD r�;u n //////A�r///////////��///. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B •24"Max : 11111111•11APANI/t►I:' 1.NMINIMUMTE: GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3 (2)-10 ' SMI• 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS% `'`�� \R10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 10 (2) 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / Al. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / .. BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF lad NAILS SPACED 6"O.C. .�� /Tru$• -S 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I�• / DIAPHRAM AT 4'-0"O.C. 1,_. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL2 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace v ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) if needed 0--" TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 1 I 2 DIAGONAL MinimumStud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length ,,,` tittiirrr,fi,i 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 ,.`•,..„ . A. q�e.,,,' 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 `�.`,��`,•\-\CEAid k-••• ,�� 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7No 39380 Diagonal braces over 6-3"require a 2x4 T-Brace attached to = /-'"--- __,*(...-- ,..‘,..1 one edge. Diagonal braces over 12'-6"require 2x4 I-braces T. tf- -" 1.ro - .--t---‘,:::„..4:-E attached to both edges. Fasten T and I braces to narrow edge - :: of web with 10d nails 8"o.c.,with 3"minimum :0.;<'Fie`` end distance. Brace must cover 90%of diagonal length. '., ‘.-.4 O R t 4••"c.' •,.S'`S/NA�, ``sNN MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Mani PE No.39360 CATEGORY II BUILDING MiTek USA Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B O =luE? MiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: LOADING: 40-10-0-10 . oto DURATION FACTOR: 1.15 DSPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 • HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL y7:7M1 END BEARING CONDITION A Wok 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 -� -,sm," UNDISTURBED =� 0. S /li _... ..- ,...- (L) (L) (2.0 x L) x 24"MAX 24" MIN `,`%%►ttittiiii. ``•N. MPgA. g4 '�i. No 39380 ".1,12,-.• E..A - Ott: IMPORTANT i cam" --- _ - tL This detail to be used only with trusses(spans less than 40')spaced '..-"AN—,z 0 R 7,6*:;: ' ,�� 24"o.c.maximum and having pitches between 4/12 and 12/12 and i� tS ' C.,\1� f. Trusses not fitting total top chord ds theset exceeding 50 criteria should be examined individually. ,,t4,. j I A��• ``` Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc.R Cert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa R33610 Date: February 12,2018 AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK 1 11 1 ® MiTek USA,Inc. Page 1 of 1 1 == I 11 , t o_o El TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, MiTek USA,Inc. 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET yhl:771 , ALONG A FLOOR TRUSS. A Wait Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH(3)-10d SCAB WITH(3) tOd FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"X 3")NAILS \ / ATTACH TO VERTICAL r WEB WITH(3)-10d (0.131"X 3")NAILS N.PV- I \......ii._ VI -::\,,,'"-- BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) r / / /1 / / x 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) TRUSS 2x6 4-0-0 WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) 011111111J ,`,� JJJI ,,,. n .\S A. q<8�,e.� • : No 39380 s g g g y r THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, �� r r.- f DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG �. '' ,--STA"' E `� SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d rE"�Li " " `1�� --- --'C1.� (0.131"X 3")NAILS EQUALLY SPACED. �', •••1 O R 1©•""c. ",.• ALTERNATE METHOD OF SPLICING: i,•sS,/.......•• �•• OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d rJJ11�N Ai 11s,,` (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 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 ,.. A` ',..,,,.....- 97:,,,,1:::::, e 0 , Boise Cascade ,. INSTALLATION • Engineered Wood Products GUIDE The information in this document I ncl odes AJSO pertains to use in theheUNITED S ED STATES ONLY,Allowable Stress Design.Refer to '' � 14011501201190125 the ALLJOIST Specifier Guide Canada 1.P. �, , for use in Canada,Limit States Design. and VERSA-LAM® BEAMS ax„�. M .. ;amu. ._ " .. '^w.gym;.... J *f.<1l l ili FSA !' J • J l r., -.).✓ i 2r.... 7i: INV Aitt6i .ca. i US Version „, ,_ '°,+,,4 < product manufactured in / ...- * St. Jacques, New Brunswick CANADA � —, 1'Iflh® j Lifetime Guaranteed Quality and Performance j' Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST° products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 Copyright©Boise Cascade Wood Products, L.L.C. 1013 AIG US 08/29/2013 2 w►' ® • . MI • -. AJS® 140 AJS° 150 AJS® 20 a — AJS® 190 ....... AJS® 25 — 1-7711 co I n i n I 1 91/2" 91/2" 91/2" 91 " 91/7 8" ' g "� 117/s" 3 "_.. 117/8" 3 - 117/9" 3A.,_,... a/8"_► 11/5 /s '-14" /s ~14" /8"—:._.14" 1141:(8" 14" 16" 1I6" 1I6" 1I6" 16" 1'/2"2 cD + 1'/s"i CO 1 11h" 2 CD { 1'/z"i r-"1 1 11/2"I( 3 1 f----1 I----1 1----1 I---I I I 21/2" 21/2" 21/2" 21/2" 31/2" i 2x3 Flanges I i 2x4 Flanges 1 AJS° 25 AJS° 30 Deeper Depths Deeper Depths I >y� 18" 18" /'t,,:,. r %. 7/15'—r 20" 7/15' 20" 22" 22" 24" 24" 11/2"I(s.. ..�;- 1 11 "I Information on deeper depth AJS®joists is 13" 131/2" I available in the ALLJOIST®Commercial Guide I 2x4 Flanges 1 WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS ON AJS'JOISTS UNTIL ALL ; • HANGERS,AJS"RIM JOISTS, • RIM BOARDS,AJS.BLOCKING ! .4 :/ DO NOT PANELS,X-BRACING AND I support joist TEMPORARY 1x4 STRUT "" .' i: on web. LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to DO NOT nail closer than 11"from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use4 INSUFFICIENT ATTENTION TO 1.6d common nails. r PROPER BRACING DURING s CONSTRUCTION. ACCIDENTS , Refer to hole ?�'See roof and floor CAN BE AVOIDED UNDER `' location and sizing Y details,this sheet, chart for size and ; Use Bd nails or ' for allowed cutting NORMAL CONDITIONS BY � spacing 10d/16d box nails of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is DO NOT install tongue of floor sheathing flush with either r 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, r 1W and thicker BOISE CASCADE"rimboard). or permanently install DO NOT load joist beyond ,ad I Trim tongue the first eight feet of design capacity. TeG Floor AJS®Joists and the first —111N. Sheathing of 1'e" C i , •N sheathing DO NOT stack ( 4 course of sheathing. As building materials on regardless it an altemate,temporary unbraced joists of rimboard k .•' .m� sheathing may be nailed ` ' ` A _N . r or 1'/,a' ; thickness. �� -> to the first four feet of thick BOISE/ AJS®Joists at the end of I I 4 '-1 I I N, CASCADE.; Trim tongue DO NOT hammer on flange. I rimboard flush with rim. the bay. • All hangers,AJS®rim joists,rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJSe blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS®Joist is set. • Straighten the AJS®Joists to within 1/2 inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS® and sheathing. AJS®Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS®Joist with two 8d nails. A LLJQI ® Resid- tial FI • . n T bl- T. 3 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 subftoor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly.Spacing The floors an tables listed below offer three verydifferent the joists closer together does little to affect the perception of the p 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**** anon *MINIMUM STIFFNESS ALLOWED BY CODE* Live Load deflection limited to L1480: The Live Load deflection limited to L/960+: Live Load deflection limited to L1360: Floors common industry and design community A floor that is 100%stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,33%stiffer criteria are structurally sound to carry the than L1360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain h 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 91/2"and 11 la" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Depth Series a.c. 0.c. 0.c. 0.c, 0.c, o.c a.c, a.c. o.c. 0.c. o.c. o.c. 140 17-9" 16'-3" 16-4" 13'-11" 13'-11" 12'-8" 11-11" 11'-1" 19'-8" 17'-0" 15'-6" 13'-11" 150 18'-1" 16'-7" '. 16-8" 14'-7" 14'-2" 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'-6" 12-9" 11-10" 21-1" 19'-3" 18'-2" 16-4" 190 19'-te4" 17-8" 16'-8" 15'-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" 17-8" 15'-10" 16-7" 15'-1" 14'-3" 13'-3" 22-5" 19'-5" 17'-8" 15'-10" 150 21-7" 19'-8" 18'-7" 17-0" 16-10" 16-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11%" 20 22'-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": 16-6" 18'-0" 16'-4" 15'-5" 14'-4" 25'-5" 23'-3" 21-11" 19'-0" 25 24'-11" 22'-9" I 21-5" 18'-3" 19'-6" 17.-8" 16'-8" 15'-5" 27'-7" 24'-0" 21-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'-4" 18'-10" 1T-2" 16-2" 15'-0" 24'-7" 21'-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17-6" 16'-5" 15'-3" 26-6" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22-2" 19'-1" 20'-2" 18'-4" 17'-3" 16-0" 28'-5" 25'-1" 22-11" 19'-1" 190 26'-1" 23'-10" 22'-6" 19'-1" 20'-5" 18'-7" 17'-6" 16'-3" 28'-10" 26'-4" 23'-11" 19'-1" 25 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'-6" 26-0" 24'-2" 19'-3" 22-4" ! 20'-4" 19'-1" 17'-9" 31-3" 27-0" 24'-2" 19'-3" 190 28'-11" 26-5" 24'-2" li 19'-3" 22-8" 20'-7" 19'-5" 18'-0" 31-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27'-10" 23'-2" 18'-6" 24'-6" 22-3" 20'-11" 18'-6" 32-9" 27'-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 2'l,.min.plywoodfOSB 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 CALCe • 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/Q ilin ss- FIRE ASSEMBLY COMPONENTS 1. Min.23132-inch T&G Wood Structural Panels. A construction adhesive must be 1 applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3 3. Two layers'/2'Type C or two layers%"Type X gypsum board SOUND ASSEMBLY COMPONENTS - -__ When constructed with resilient channels See the US version of the Boise Cascade Fire Design& • Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and • Add 3'/z'glass fiber insulation to fire assembly: STC=55 IIC=46 or • other fire resistive options or contact your local Boise Add an additional layer of minimum%"sheathing and STC=61 IIC=50 Cascade representative. 9W glass fiber insulation to fire assembly: is ise Cascade EWP•ALLJOIST`installation Guide•08?2912013 Floor Framing Additional roof framing details available with BC FRAMER®software NOTE When installing Boise Cascade EWP • The illustration below is showing several suggested • AJSe 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 Up wall above. that are approved for use with construction. the corresponding wood treatment. • NO MIDSPAN BRIDGING IS REQUIRED � 1 i'- FOR ALUOISTe PRODUCT --lily- VERSA-LAM®header �``, `�� or an MS®header. \� \' �' �`�I 11h"knockout holes at FOR INSTALLATION STABILITY, ``,moi I` �� . approximately 12"o.c. Temporary strut lines(1x4 min.)8'on 1 I are pre punched. center max.Fasten at each joist with ,.- I '\ `; 2-8d nails minimum. I)* ' II '� \ "' ' I'. !� '� F14 ` �ti - 411)%- I �� iI �� . . Dimension lumber is �� h ` ,,`i � % not suitable for use 1p la. � , as a rim board in ��,� 1� ,IF , ALUOiSTe /� YY/ 01 floor systems. \'�� d ,ill h ;\'' / AJSe rim joist. �•,r _' � � �, See page 5.Floor Details \` I�i� 0///�/ \` `�\�\� . ' `�/% See page 8 for �� , � � 4 .�„// allowable hole size s 0 BOISE CASCADE,'Rimboard. �♦�`' / �M�� and location. See pages 6 and 27 of the ` 4* ��'\�//.. �� VERSA-LAM®LVL beam. ALL OISTe Specifier Guide. ` j'� // i/ \�•4 i`\ or oe Endwall blocking as required per �`` `;\,j �� governing building code. For load-bearing cantilever details, �,` `�/� see page 9. 4/ —AISe Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Stiffener Small Gap: Web Stiffener Nailing Schedule '/e"min., Nailing 2"max.s '' Scc dul Web Stiffener r� AJS®Series Joist Depth Nailing 2"min.1 l , 4"maxi � II 140 il� 150 91/2 — 11%" 3-10d �. I Gap 20 _.... .._. ll 4444ja rNlailsh �'• ( 190 14"— 16" 5-10d max., -Tight Fit Web Stiffener 'I� 25 4"max._ required when \�` concentrated load 'r NOTES exceeds1000 • Web stiffeners are optional except as noted below. Web stiffeners applied to • Web stiffeners are always required for 18"and deeper AJSe joists at all bearing both sides of the joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJSe 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 AJSe'Series Hanger 1 Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" ! 1%" 25/16" 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJSe Design Properties on page 26 of the ASG or the BC CALC®software. Boise Cascade EWP•ALLJOIST°Installation Guide•08/1912013 se ramingDetails • Additional floor framing details available with BC FRAMER®software END BEARING DETAILS AJs �Ilj rim itio j AJS* e0 i rim joist. blocking. 00 Dimension lumber Siii.,. �I _...-- Nail Nail BOTS l„ is not suitable for ,. / �� CASCADE° �� use as rimboard _+ .- J �� r► Rimboard to I with AIS°Joists. t Ji \/` /� . \/� \ 8d Joists with Dimensionelumber rim p rpendi may beo required ' /`\ 8d nail into suitable for use as rim perpendicular to wall, EE I each flange. board with AIS°Joists. consult design professional \ _�9 �\ 2x ledger. Use of AIS®rimjoist requires 2x6 of record and/or local building official. wall for minimum joist bearing. • ® 0 ♦ ♦)� BOISE CASCADE' One 8d nail ♦♦♦- ♦ Rimboard `. 'bp Top Flange or Face Mount /each side at I� 'I, '' �, Joist Hanger +j bearing Solid block � � all posts jjj}�!i Note: °from above joist must be r 10 41 .4135"minimum to bearingwdesigned tob carry l'''':-•\' below. '''' '''-„,....s..... , wall above when n )<' bearing length , To limit splitting flange,start nails at least 135" \ sss over wallI 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 I AJS°JoistslopeCutReinforcement Detail below restores original allowable g° For load bearing wall above Blocking may be required,consult design professional DotlMe wskakaVerticaiLo� shear/reaction value to cut end of AJS°joist.AJS° (stacked over wall below). of record and/oriocal building ofrieiaL , ---------------I-''''''''''''_ Joist shall not be used as a collar or rafter tension tie. Size ,• Joist Sp�nglaj �� ►'� 4. 12 16 19.2 24 2 x 6 min.rafter.Rafter stall '` '� 'II ® be supportedperaingebeam: 2x4 4463 3347 2789 2231 � 1 � other upper bearing suppo�i \\\'I ` wail ab vying 2x6 7013 5259 4383 3506 1^ � --_--.40, � wall above g 1,-" '/aa" I ....4,1 ,- .. (stacked over i:o mit , /\ f .,! wag below) 1. Squash blocks are be in full contact ® ,Ara* ' �\ T ei with upper floor and lower wall plate. - dep AJS°Joist ...;•„, dIF Ir\. 2. Capacities shown are for a double DeHpth '-Pth blocking- I �� £ 2x block- squash blocks at each joist,SPF 'see :=_i '' i Nail block with one Sod nail into each flange. or better. table A 24' below) I• -� Backer block F58 Double AJS Joist 0 2x blocking required at bearing(not shown for clarity). (minimum 12" Connection Sheathing or '� a/a2 min.plywood/OSB rated sheathing as reinforce- wide).Nail with ` rimboard II' ment Install reinforcement with face grain horizontal. Joist 10-10d nails. Filler Block closureInstall on both sides of the joist,tight to bottom flange. Hanger ' ` ` (see chart be MS' -w°4 r/;gap between reinforcement and bottom of top flange. •�I\,�\ 'W. , • Apply construction adhesive to contact surfaces and blocking �� fasten with 3 rows of min.lOd box nails at 6"o.c. f�, /� ` required for Alternate nailing from each side and clinch. /I,II,� X04,40 cantilever. I/ \✓ Heel Depth � Filler block.Nail Web-Filler , , with 10-10d nails Nailing 12"` Lt� End Wall RsofPitcb on-center , II Bearing 6/12 7/12 8/12 9/12 10/12 12/12 Backer block required where top flange Connection valid for all s"� For load bearing cantilever,see pages 9 2x4 434" 4'h." 41/." 4'k" 4W 4W joist hanger load exceeds 250 lbs. applications.Contact Boise Cascade and 10.Uplift on backspan shall be Install tight to top flange. EWP Engineering for specific conditions. considered in all cantilever designs. I 2 x6 3'b" 3%u" 2%u" 23/4" 2%." 2W LATERAL SUPPORT • AJS°Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 12 inches minimum from the end of the MS°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. • Sheathingto AJS®joist,rim joist,blocking: • AJS°Joists is intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails@ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS®JOISTS be required per design professional of record. AJS®RIM JOISTS AND BLOCKING • 11/2 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. 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 (ptf) BC CALC°software. — ---- Engineeringforfurtherinformation. NAILING REQUIREMENTS 91/4" 1875 • AJS°rim joist,rim board or closure panel to AJS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 11,x" ' 1680 - Rims or closure panel 11/4 inches thick and less: i Backer Block 2-8d nails,one each in the top and bottom flange. RJS®Serjes Thickness Filler BIoCkThiCkness 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 11"or two W 2x +a5"wood panel - AJS°25 rim joist:Toe-nail top flange to rim joist 20 wood panels - 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24". • AJS°rim joist,rim board or AJS°blocking panel to 25 2x_lumber Double 2x_lumber support: - 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 t/4"to avoid a forced fit. designer's specification. • For deeper AJS°Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. Boise Cascada 61,1/P•AU-JOIST"'Installation Guide•08/29/2013 Roof Framing . . . . AJS® Rafters Additional roof framing details available with BC FRAMER®software The ridge must be supported by VERSA-LAM®LVL beam or • FOR INSTALLATION STABILITY, /,- -� - load-bearing wall. Temporary strut lines-(1x4 min.) (►/ _ 8 ft.on center maximum.Fasten / f�:, -- _ Blocking or other lateral at each joist with two 8d nails j , �i �_ `� support required at end minimum. / / �� / ' supports. / 0„.„/ Itt„....,- / ./. / / /,,./. ______ / z.„ ko-• ------------------ r � \` -I� /' When installing Baise Cascade EWP products ' // / / , with treated wood,use only connectors/ / � i ��i / fasteners that are approved for use with the ((( I'�i` I/ / corresponding wood treatment. Blocking not 't r shown for clarity. / �` 0 AJS®Rafter Header ® . / Multiple AIS®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS5 JOISTS UNTIL ALL HANGERS,AJS' SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an altemate,temporary sheathing may be nailed to the first four feet of • Straighten the AJS®Joist to within 1/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS®rim joists,rim boards, AJS°blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS®'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wei AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum ' 2 x 4 2 x6 supported by ridge beam or other upper bearing support. Heel 91/2" 2%" 11=" Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 11'/e" 31/2" 2%" 1x4 Nailer Ca Max 4'-0"o.c. �, Ceiling Loads: 14" 4%" 3%" 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 ►� ._,. .,...f access to attic space. 12 -- --- '0 2x Blocking I n.64111111 � s®.iii/e",14'org16" Web 2)Ceiling joist must be designed to carry all roof load pus series celin Joist Filler transferred through rafter struts as shown. 24^o.c.Maximum r 3)AJS®ceiling joist end reaction may not exceed � 550 pounds. : 31"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. 91/2"AJS®140,150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 117/8"AJS®140,150,20,190,25 22'-0" 7)Install a 24"long web stiffener on each side of 14"AJS®140,150,20,190,25 24'-6" AJS®Joist at beveled ends.Nail roof rafter to AJS® If roof loads transfer to ceiling joists through struts,analyze with BC 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. Boise Cascade EWP•ALLJOISTE installation Guide•08/1912013 Mk I..• • -. III s • • ' • Additional roof framing details available with BC FRAMER®software ck10d nails 2x4 one side for 135 PLF max. Rimboard/VERSA LAM°blocking 2x beveled plate for slope at 6"o.c. 2x6 one side for 240 PLF max. Ventilation"V"cut: greater than 1/4/12. N. `,, /8 of length,44 of depth \4:‘,,,,,,,.\ Backer block. \ ' P',I',/.01,' \ A\� ';�• /\, Thickness per \\\` .i 2x4 �j\ ,'^ AJS°series.corresponding \ I. �,,i 1 blocking`�`: II \ �� 2x block for soffit 'I \ I ` A15°blocking support. 2'6"max. Holes cut Flange of AJS®Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can 4'-0"horiz. II for ventilation. the low end of theoist. Birdsmouth cut AJS®joist 1 be used in lieu of beveled plate for slopes from must bear fully on plate,web stiffener required each 3/12 to 12/12. i 2'-6"horiz. side.Bottom flange shall be fully supported. 1 1 4 3® CD ° Backer block i j Rlmboard/VERSA-LAM®blocking. (minimum 12"wide). i ; Ventilation"V"cut: rilopop......., Joist Nail withl0-iodnails. 1/3 of length,44 of depth �� „.A \,�,, \ Hanger I, I,N., r ......... ----- DO NOT bevel-cut joist Tight fit `,.�.,11 pr\ , Flange of AJS Joists may be for lateral \� birdsmouth cut only at the / ` Iller block.Nail beyond inside face of wall,except r for specific conditions in details stability. \r low end of the joist. with 10-lOd nails. shown on pages 6 and 15 of theI - Birdsmouth cut AJS®Joist ALUOIST®Specifier Guide. '� must bear fully on plate,web Backer block required where top flange stiffener required each side. joist hanger load exceeds 250 lbs. 2'$'max. Install tight to top flange. cp1 Simpson or USP LSTA24 ® 1• Simpson or USP LSTA24 strap where slope strap,nailing per AJS®Blocking: exceeds 7/12(straps may be required for lower ® L Double joist may be required governing building code. Row on each slopes in high-wind areas). Nailing per governing L when L exceeds rafter side of ridge building code. l2 0• spacing ( N. or alternate. max Blockin as required. Holes cut for ° �"IP.'-'" g gg /0„.%!.,?,....r. ventilation. A VERSA-LAM Nail outri er /1- ____ LVL support beam. iE � 1 � through AJS®web. V. ° ERSA-LAM / ` 2"x outrigger LVL support notched around MS® beam. /Beveled web stiffener li top flange.Outrigger Double-beveled plate,connect to ridge on each side. spacing no greater with 2 rows 16d nails at 12"o.c. End Wall. than 24"on center. I Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 11/2 inches minimum from the end of the MS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists 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 12" and @ o.c.in the field IRC Table R602.3 1 local building official. � j• 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 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. Deeper joists than what is structurally needed may • MS®rim joist,rim board or closure panel to AJS®Joist: ® Backer Block be advantageous in ventilation design. Consult local VA AJ5 Series Thickness FiflerBlock Thickness buildingofficial and/or - Rims or closure panel l A inches thick and less: 140 / specialist for 2-8d nails,one each in the top and bottom flange. specific ventilation requirements. - MS®140150 20 190 rim 2-16d box nails, 150 , Iwo or two rfs' 2x_+%"wood panel / / / joist: 20 wood panels BIRDSMOUTH CUTS one each in the top and bottom flange. 190 • MS®Joists may be birdsmouth cut only at the low - MS®25 rim joist:Toe-nail top flange to rim joist 25 1 2 x_lumber Double 2 x_lumber with 2-10d box nails,one each side of flange. end support. AJS®Joists with birdsmouth cuts may • Cut backer and filler blocks to a maximum depth equal cantilever up to 2'-6"past the low end support.The • AJS®rim joist,rim board or MS®blocking panel p q bottom flange must sit fully on the support and may to support: to the web depth minus 1/4"to avoid a forced fit. not overhang the inside face of the support. High - 8d nails at 6 inches on center. • For deeper MS®Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be - When used for shear transfer,follow the building pieces of 1/4"wood panels. birdsmouth cut. designer's specification. Boise Cascade EWP•ALLJOISP Installation Guide•08120/2013 AJS® 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 D i of largest hole(knockouts exempt) D I DO NOT (see table _p below) ; (see table below) cut or notch W , flange d�.: cut in web area `ALL' No holes(except knockouts) ! tf°es. round In cantilevers. 1 Minimum distance from support, listed in table below, is required for all holes greater than 11/" 9 r-- • Select a table row based on joist �. rs �# y g! :? € _44g depth and the actual joist span Ii iup 1 ' rounded to the nearest table Round Hole Diameter[in] 2 3 4 115 , 6 16'/a 7 8 , 8% I 9 ¢ 10 11 ( 12 , 13 1. I € span. Scan across the row [ _ to the column headed by the Rectangular Hole Side On] - - I 2 4 6 6 i - 1 - - appropriate round hole diameter ( - [ — or rectangular hole side. Use 8 2'-0" 2'-5" 2'-11"i 3'-5" 13.-10'1 4'-0" the longest side of a rectangular hole. The table value is the Any S n closest that the centerline of the 9'/: [ 12 3'-0" 3'-8" 4'-5" 5'-1" !.5'-10" 6'-0" hole may be to the centerline of Joistft] the nearest support. 16 ' 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" • The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6'/z 7 8 814 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - - - conditions. • For multiple holes,the amount 8 1'-0 1'-5" 1'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11" of uncut web between holes must equal at least twice the 12 1'-5' 12 1" 2 9' 3-5 ( 4'-0 4 4" 4 8 ( 5-4 5'-11" diameter(or longest side)of the Any largest hole. 11%' Span Joist ]ft] • 1%"round knockouts in the web 16 1'-11 2'-10" 3'-8" 4-6" 5'-5' 5'-10" 6'-3" 7-1" 7'-10" may be removed by using a I _ short piece of metal pipe and 20 2'-5" 3'-6" 4'-7" 5'-8" 6'-9" 7'-3" 7'-10" 8'-11" 9'-10" hammer. • Holes may be positioned verb- Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8'/n 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 turned either up or down. 8 1'-0" 1'-1" 1'-2" 1'-4" 1'-8" 1'-11" 2'-1" . 2'-6" 2'-10" 2'-11" 3'-4" 3'-9" • This table was designed to apply to the design conditions _.. ' 12 1'-0" 11,-1" 1'-4" 2-0" 2'-7" 2'-11" 3'-2" 3'-10" 4'-4" 4'-5 15-0" 5'-7" covered by tables elsewhere I I in this publication. Use the Any S n ; BC CALC®software to check 14" 16 1'-0" E 1'-1" 1'-10" 2'-8" 3'-5" 3'-10' 4'-3" i 5-1' 5'-9" 5'-11 6'-8" 7'-6" other hole sizes or holes under Joist ] other design conditions. It may 20 1'-0" 1'-3" 2'-4" 3'-4" 4'-4" 4'-10" 5'-4" 6'-4" 7'-3" 7'-4" 8'-5" 9'-5" be possible to exceed the limita- tions of this table by analyzing • 24 1'-0" 1'-7" 2'-9" • 4'-0" 5'-2" 5'-10' i 6'-5" ( 7 8 8'-8" ;8.-10" 10'-1" 11'-3"I B specific C CALC®software. . E Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1'-0" 1'-1" 1-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5-5" 1ny 6" Srip:;" 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" —2" Joist ] 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" Boise Cascade OAP•ALLJOISTo installation Guide•08/19/2013 ,. �°- pill, Joist Depth ® Joist Depth AJS'"190 [in] AJS 14D [in] y16" 14" 111/5" 9%' JoistSeries16„ 14" 11'/." 9%" Joist'n Series ( A�fa W W W W N N.,N.) A CO W W W W NN N A.W'W CJ W co N N N A W W W Ca W N D.)1.) Roof Truss A W W W w W N N N .P.W W W W W N N N A W W W W W N N N A W W(a W W N N'.N Roof Truss 0 O.OOANOODO.AOOOANOOOAi000ANOOOAOOOANOOOA Span[ft OOOANONOAj0NOANONOAOOOANOOOAi0OOANOWOA Span[f]] C0 0 0 O O 0 0 0 O O O 0 O O O O O 00 O O 0 0 O O O O O O O 0 O O 0 O O a l 000 0 0 0 0 0 0 0 O o O O O O O O O 0 O O O O 0 O 0,0 O O O O 0 O O O l > 0 O O.O O O 0.0 O O a O O O.O o OO.O O O o.0 O O O KJ-a -+O.O O C)CD 0 C O O O O O O OIO O O o 0 0 0 CD 0 0 0.0 CD 0 0 0 C)0 X X-"-` O O O CD 0 O N [j < K CD CD $Sg g O O 0001-+ < a A G<G $ -• a ((nn O O O O X X X X N N (n 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 (/�U7 co O Cn Cn Cn 1 Ch Cn O 71 O0 0 0 0 0 O CD O O O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O N N-+ -+ -.o o O o m 0 0 0 0 0 0 0 0 0I0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 O X X-+ -, -+ 0 0 0 0 _N» it g O o O O O O G G 0 0 0 0 0 O -+ O O O O O OC X X X N N N -�-+O N - *<�O<OC OC<O OC O<O t O O O 0 0 0 O O --� _. -+ O O O O O O X X X X X X-' -`O N -- `J a. - *CO CO�.�*i*.o ttlnn l VVj11 g g ..g Olx x x x N.-+.-•-+ x x xX:x X X DC KJ N,0 a -+<<G C< <G 0 x-- - g g g. O'x x x x x x-.-, 0 x x x x x x x x x N 4 a �• CO Cn On Cn co(n Cn co i rn A Cn(n(n(n Cn rn(n. fn (n(n i A —h E. *'E 0 0 0 O 0 0 0 *O O O o 0.0 0 -s -+ O O o 0 o CD X X X N N-• -+ -•0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 01-a -+ -+ 0 0 0 0 0 CD X X X X.X X -`O O .� 0 Wk N§G G G 0 0 0 -+ f (n(n g5 0 O X X N -+ - - 0 0 X X X X X X X N N N N G< G O O O O�- »S C 0 0 0 O X X X X-+ -+ -a 0 0 X X XXXX XXX N N \ I .l .....777 [[[nnnnn VVV1)1(((non ll(��n IIII(nPnnn(VVVVn))))(((((nnnnn ((((��[[[[noon — .. ♦V CN,O X-+ � -+ -+� XXXX - --.Z5 Z5 X XX X X X X NJ -a X X X X XX XX.x p xX-+ -+ -+ 1XX x X X-+ -+g gxX X x x x x XX,X X X XXX XXX A $'., taO W AJS®25 Joist Depth AJS 150 Joist Depth [in] [in] O 16" 14" 11%" 9%" Joist Series 16" 14" 11;4" 9',4" Joist Series A CO CO CO W CO Ni N N A co co co co CO N N Ni A co CO CO W CO N N N A co W W CO co N Ni N Roof Truss ,c W co co N N N A W co co W CO tJ Ni Ni A CO CO W co W N N Ni A.W CO CO W CO Ni ri N Roof Truss 0 O.0 A N O co O A 0 Co CO A N 0 CO 0 A 0 CO 0 A N 0 CO CO A O CO O.A N 0 CO CO A Span ft[ ] O.Co 0>A N O CO OD A O CO O A N 0 CO O A O 0..O.A N O CO CO A 0.CO O A N 0 CO O.A Span[ft] l 1 > r 1... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0l0 0 0 0 0 0 00 0 0 0 00 0 0 0.0 a.; o0 0 0 0 0 0 00 0 0 0 0 0 0 0 0.0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'a-. Comm ' COW 0 0 0 0 0 0 0 0 0 0 O O O o 0 o O 0100 0 0 0 0 0 0 0 N N -+ -+ 0 0 0 0 0 U 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 N 0) CD N i , `IVl 0 0 0 0 0 0 O O O 0 O 0 0 0 0 0 0 o i N-,-a -a O O o O O X X X X X Na r.N-+ a A c O O o O 01g g g g O O O O.O I 1,..) A O (((((nnnnn -+ --+O O O O O,X X X X N N -+ -+ p — _O _O N O C) -% 00000000000 000000010000000 0 O N N -+ -+ 0 0 0 0 m ti 11 0 0 0 0 0 0 0 0 Olo o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0�.N 0 0 0 O Ei., m O O p DN 000000 000 000000 OOO -+ -+ 0 0 0 0 0 0 X XX X Ni Ni -+ O N N ��00 000OO 00 00 0OO -+ -+ O O O O O OIX X ><Ni N -+ -+.O ^'N A w,^ CO f ^' o CC<<CC C<<<<C o� �' o XX X N .� of N 3' o Y/• - *O O o O O O N-+ -` 3 0 0 0 0 0(X X X N N N —. o X X X X X X X X X a Up C, «<G 0 C G -+ --` 4 X X X X X X X X N N aD O- rnn ^5_-o cnnnntornnnn n 'cn(n ( —?_N � I O'.O c)CD 0 0 0 0.0 0O0 O O O CD CD O -a -+ -+ 0 0 0 0 o O X X X X N N -+ O 5 *O O O O O 0 0.0 C 0 0 0 0 O O O O -, - O O O O O o X X X N N-+ •_ -+O � CC — ........... 00 000 000 -+ 0 00 00 oIX XN N -` -+ -+ 0 0 X X X X X X X XN 0 L ** *00.0 -+ --+ g g00 OX N N -+ - -+ - O O X X X X X X X N-+ ,0 [[[[[[nnnnnn CC N N-+-+ -,-. Cco 0 O XX N N N-+ BOO X,X X,X X,X X N N X'.X X X><><X X'.X X'-`-`-+ -+ zos XXX X -+ X X X X X X.X-' -+ XX X X.XX XXX k, 1- . A w iv f o AJS` °'20 Joist Depth G [in] �' mm ru o c <D o o r co H X o X . . o 16" 14" 11%" 9Yz' Joist Series t V c rn CD O(D Q o .'-'.. �N" N N a"S 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 A W W W W W N N N Roof Truss CD 0, Cn7�an7 CD a) • 5 OOOANOOOA OOOANOOOA ONO ANOOO AOOOA NOOOA Span[ft] °. ,� N �< CD 75 —F6a) —c— 0 a) CD ro 0 0 0 0 o 0 o O 0 o o o O o 0 0 o O O O o 0 o O o 0 0 o.O o 0 0 o 0 o 0 0 �1 C77CY CD nvm o —c � 0. CS CT A — 3 Cp N ,v.:N -7T.-4,.. (0 0 CD Nn _ OC� CD _w N �_ _� m oOo o CD CD Ooo o o O o o O O O o O o o o o O o o o N» � o o o o oOD Nn 0,n ( C)0O co CAC A - CD C C O b -I In***0 0 0 0 0 g g g g O O 0 0 0-+ -+ _, - O O O O X X X N N N -+ a A ��/J� c, =_.0 N-, O Ci Y 2 0, D O CD CD (1, 0...., O _ _o /A O O O (n-c0 r' 0 rn no 0 po az, � �o �Qa y� o00000000000000000000000 o 0OO N--+ -+ - -OOo0a, as, -. fro Nro • ° oCDoAin C" -D -0 rn m -1 O ? D C< —� 0 7 << N.O Cu O O N C * 0 0 0 0 0 0 G G O o 0 0 0 0 -, -a-a 0 0 0 O O O X X X N N N-a -` O O c i% -- N -, 2 7 N SCD 0 _" CD d H 0 a (D r C<<<C< <<< '..(n fn << NL.n. O O co C(D O Nn �{ 3 a m <<G<< C< S r G N(CI N 0.0 O Cu O 5.�Cv O CD O C (n(((non Cn Cn Cn Cn Cn o � O X XX X N-+ X XXXXX DC A,_, a ria) OON mm . n0-aa7 m A A �� CC ��—v .� O 7 C1 <O= N (O _0 0 (D co a. **0 0 0 0 0 0 0 5 00000000 -, -a -a 0 0 0 0 0 0 XXN N N-• -a-a0 "5", u ill _ _ << CC VVVVVV)))))) 3�aF p_O2 5 CD -0 a O o *�S�G _. - <¢ ---- .-.,R- vn N Dl CD O (D O` O von 0 O O'. <<O O O X N Ni - - -+ O O X X X X X X N N'N O ^%" (D cp .lD N O N C� Cn Cn (n(n [n(n N v+ A rn .�+ N X- -+*�*XXXX -, — XXXXXXXN -, XXXXXXXXX a (r.) Reinforced Load Bearing Cantilever Det-it PLYWOOD/OSB REINFORCEMENT • —` (If Required per Table on page 9) "/3"min.plywood/OSB or _` /_ •23rimboard closure.Nail with AJS Joist /3"Min.x 48" ong plywood/OSB blocking 8d nail into each flange. rated sheathingmust match the fullequired for 111100/1/------- cantilever Roof Span 2'-i" AJS Joist with Joist. Nail is at to c. _ and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement �� stagger nails to limit splitting. Install with horizontal face grain. 4 ♦/\, — 2'0 •These requirements assume a /II I I I 1 I 100 PLF wall load and apply to AJS ��`�\o Joists.Additional support may be 1'` 411' • The tables and details on pages 9 and 10 indicate the required for other loadings. See e type of reinforcements.if that are required for load- BC CALC'software. 2-0 \I� `� YP any, q lei Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWE Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2'-0" I ✓ However,longer cantilevers with lower loads requirements on AJS*Joist depths may be allowable without reinforcement.Analyze greater than 16". 0 Uplift on back span shall be specific applications with the BC CALC'software, considered in all cantilever designs Brick Ledge Load Bearing Cantilever Ansmiame c''i Brick Ledge With Blocking Panels 0 Brick Ledge Without Blocking Panels �, Load bearing wall. 12"min.length of 23/32" m 1 I plywood/OSB reinforce- , BOISE CASCADE` 1f,ment nailed to top and Provide full Rimboard. bottom flanges. depth blocking 'I, p Brick /� *". between joists. wall. PRIM 41' 0 04144041 --.... \ .001 lin ,� 5"max. ✓ ,0 ` pit 3W min. 'I ' ..�., %O � . Edge of hole shall be a ' I O I 2x10 sill plate for 2x6 wall, min.of 3"from end of .minimmen., 2x8 sill plate for 2x4 wall. blocking panel. 3,L -�,� Load bearing wall. Notes: Notes: 1.Use 23/32"min plywood/OSB rated (8d)nails at 3"on center except 9%" 1.Use-'/r"min plywood/OSB rated (8d)nails at 3"on center except 9%" 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 2%" Roof Roof Live Load(psf) Joist Truss 20 psf 30 psf 40 psf 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 o a a 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9'/2" 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 a 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X a X X o 1 X 1 2 X 36' o x x a x x 1 x x 1 x x overhangs assumed on roof trusses. 24' a o 0 0 0 0 0 0 0 0 1 26' 0 a o 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 28' 0 0 0 0 0 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11%" 30' 0 0 0 0 0 0 0 0 1 a 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 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' 0 0 0 0 0 0 0 0 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' 0 0 0 0 0 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 0 0 0 0 1 0 1 X Cascade[VIP•ALLJOISTInstallation Guide•08/19/2013 Non-L•a• Beann• WallCan 'r a � - , i . AJS°Joists are intended only for applications that Fasten the 2x8 minimum to the AJS°Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 10d nails at 6"on center.Clinch all nails. filDAJS'Joist blocking ® Seee oodbacker ALUp�SN 2x Closure \ k Wood Structural specrnercuide 2x8 minimum AJSeJoist Panel Closure blocking / vissimmilimminmonloni Y-) VFW! I i•E. I Section Drywall Ceiling or Minimum 11/:Times View Back Span I Maximum Wood Structural r 1* , Panel Soffit Cantilever Length ' 1/3 Back Span Back Not to exceed 4'-0" 3W min._.. ... Span Maximum bearing 3/3 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 /�'See Max Hole Sac on ¢-hole/ Chart for Joist Depth Joist Simple Multiple hole See Max Hole Size on halerh Joist Span // Minimum 2x diameter/ Depth Span Span —%Joist4 Chart Mr Joist Depth %Joist- width of largest hole S•an S•an 9'/x" 6"x 12" 6"x 7" • '. ®� 8..x 8.. '---'•' ,•'' _•_• :•- -----• i:-:. Simple Span Joist 6'-0'Min 9"X 16" 8"x 13" Multiple Span Joist 12-0'Min IR Multiple Span Joist 12'-0'Minim III 14" N Notes: 10"x 14" 9"x 11" Additional holes may be cut in the web provided they meet 11"x16" 10"x 14" Larger holes may be possible for either Single or the specifications as shown in the hole distance chart shown 16" Multiple span joists; use BC CALC®sizing software above oras allowed using BC CALC'sizing software. 12"x 15" 11"x 12" for specific analysis. • A SCD j�IStSicon � , ,,...3c � W r \ 3 : 6 @;' a ^ Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers 461) on Steel Beam i® ID • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements Attachment of I of hangers and connectors. nailer per design professional oflei. .rBacker_ iir record. '� Block 40.„.....N r �' 1/4"to 2" gap V beam. �' l �✓ _ CI J,.r 11 - li.� 4,i y "To Mount" "Face Mount" � Backer block shall Backer block shall r Backer block!✓ be tight to bottom be tight to bottom optional. of top flange with of top flange with 1/4"to2"gap at top 1/4"to2"gap at top 4 .': `Steel beam. of bottom flange. of bottom flange. Eloise Cascade EVuP•ALLJOIST`Installation Guide•08!29/2013 , ii, BOISE CASCADE° Rimboard BOISE CASCADE® Rimboard Product Profiles iIil<<i is 91/2' 11/8" t. 14" 16" 11 iii.. 1", 11/8" 1" 15/16" 13/4" 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. CO Perpendicular +it Parallel 0 See chart for vertical load capacity. See chart for vertical load capacity. '2"dia through bolts (ASTM A307 Grades A&B, SAE 1429 Grades 1 or 2, . r ` 1 or higher)with washers \ } and nuts open"dia lag Exterior Jj screws(full penetcatioo) wood sheathing \ 350 Ib capacity for/ \ ♦ II, 1 0&capakertfor.�, i k// II • 300 as for \I i rim per fastener 1".-5.00.XSC° R��\ /. /. Ureaf - '•- Use only fpproners ,.• /y// that ate a orresed fdi m\\/�� use wife tmenpondr„° • • /wood treatment. I� • •1,, / 'I \ BOISE CASCADE'Rimboard i►_\ I) Design of moisture control I'' 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. record's specification for shear transfer. Connection per design professional of For information regarding connection of exterior decks to interior floor systems per the 2009 IRC,section 502.2.2.3. record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE° Rimboard Properties Vertical Load Capacity Allowable Design Values Specific Product Uniform[pH] Point[Ib] Gravity i — 18"& 22"& 18"& 22"& for Modulus Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal;Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear ; to Grain &Less &Less &Less &Less &Less &Less [Ib/ft] Design [Ib/ini [Ib/in°] [lb/ini I [Ib/ins] 1"BOISE CASCADE° RIMBOARD)si&° 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB in 1%"BOISE CASCADE° 4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB Permitted per building code for 151186000 5450 — 4450 4450 — all nominal 2'thick framingblocked 0.5 1800 1,400,000 225 1 525 VERSA-LAM°1.4 1800(') and unblocked diaphragms (4'nail spacing&greater) — Permitted per building code for 1 1'� 5700 4300 — 4300 3900 — all nominal 2'thick framing blocked 0 5 2800 2,000,000 285 750 VERSA-LAM'2.0 3100 i') and unblocked diaphragms (4'nail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[n] Notes 10d,12d i 1. Per ICC ESR-1040. Product 8d 8d 10d&12d 16d Common& 16d 2. See Performance Rated Rim Boards, Box Common Box Box 16d Sinker Common APA EWS#W345K for further product 1"BOISE CASCADE° 3 3 information. RIMBOARD(2) 1"or 1'l"BOISE CASCADE' 3. Not all products and depths may be RIMBOARD OSB m3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15/16'VERSA-LAM°1.4 1800)i) 3 3 3 3 4 6 1%"VERSA-LAM"2.0 3100(') 2 I 3 3 3 4 6 Boise Cascade EWP•ALLJOIST"-Installation Guide•08/'1912013 AJS® Design Pros - - •• 13 ' End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear 1'/z'Bearing g 3W Bearing 3W Bearing I 51/4Bearing . Joist Depth Weight M El x 106 K x 106 V Series [inches] I [ft-I6 [p f] [ ] [lb-ins] [lbs] [lbs] No WSI'I, WSPI No WSmi WS(2) No WSco WS(2) INo WSt'I' WS(2) 9% 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 .8._. 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.2 2820 194 5.2 1160 1 950 1240 1175 1480 2350 2450 i 2350 2450 _._ ......... AJS® _11'/8_ 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 2800 1 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 1250 1700 2430-4_3130 ' 2430 3130 16 3.1 5090 664 , 9.0 2065 970 1500 1285 1800 2465 I 3435 2465 3435 9% 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 1 2450 2350 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 23902800 2390 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 1.3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 1 1285 1800 2465 1 3435 2465 3435 9% 2.5 3895 244 5.2 1160 = 950 1240 I 1175 1480 2350 d 2450 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 190 14 3.0 6070 608 7.8 1790 I 960 1420 I 1250 1700 2430 3130 2430 3130 16 3.3 7040 827 9.0 2065 970 1500 ' 1285 1800 2465 3435 2465 3435 9% 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 2600 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 i 1215 1595 2690 3190 2690 3190 25 14 3.7 8380 798 7.9 1790 ' 960 1420 , 1250 1700 2770 3500 27703500 16 3.9 9720 1082 9.1 2065 = 970 1500 . 1285 1800 2850 3800 2850 3800 NOTES: (1) No web stiffeners required. 0 = 5w14 + W]2 (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection[in] and may be adjusted for other load durations. w = uniform load [lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). = Clear span [in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values Allowable Allowable Moment Allowable Allowable Moment Width I Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [in] i [in] [lb/ft] [Ib] [ft-lb] [in"] Grade [in] [in] [Ib/ft] [Ib] [ft-lb] [in'] o o m 3% 1.5 998 776 5.4 5' 8.0 5237 6830 63.3 cc 2 N 1% . 5' 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 I- N. >`" • 7% 3.2 2066 3069 47.6 7% 11.0 7232 12566 166.7 31/2 1.8 1164 1058 6.3 9% 14.1 9227 19908 346.3 5'/2 2.8 1829 2486 24.3 - - -- - -- 7''/ 3.7 2411 4189 55.6 9'% 14.5 9476 20937 375.1 9'% 4.7 3076 6636 115.4 5% 11% 17.1 11222 28814 622.9 9'/2 4.8 3159 6979 125.0 11% 18.1 11845 31913 732.6 1% 11% 5.7 3741 9605 207.6 8 14 21.3 13965 43552 " 1200.5 o 11% 6.0 3948 10638 244.2 M 16 24.4 15960 56046 1792.0 o 14 7.1 4655 14517 400.2 q ch N18 27.4 17955 70011 2551.5 q 16 8.1 5320 18682 597.3 -- - 20 30.4 19950 85428 3500.0 01 18 9.1 5985 23337 850.5 Q 24 12.2 7980 40183 2016.0 - 24 36.5 23940 120549 j 6048.0 -J 1 5% 5.6 3658 4971 48.5 rx i 9% 16.6 12303 ! 26544 461.7 • co i 7% 7.4 1 4821 8377 111.1 j 9% 17cc . .1 12635 27916 500.1 Lu 1 9% 9.4 6151 13272 230.8 11% 20.2 14963 : 38419 830.6 9'% 9.6 6318 13958 250.1 7 ...2.. 11/s 21.4 15794 42550 976.8 3/, 11% 11.4 7481 19210 415.3 7 14 ...... + 25.2 18620 58069 1600.7 11'/ 12.1 7897 21275 488.4 16 28.8 j 21280 I 74728 2389.3 14 14.2 9310 29035 800.3 16 16.2 10640 37364 1194.7 18 : 32.4 ( 23940 I 93348 3402.0 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Boise Cascade EWP•Ai..LJCIST"-Installation Guide•0812912013 VERSA-LAM® Design Properties • Equivalent Tension I Compression Specific Gravity • Modulus of Horizontal Parallel to 1 Compression Perpendicular to for Fastener Elastics Bending ] Shear Grain 1Parallel to Grain Grain Design E(x 108 psi)t'1 Fb(psi){2$3) I Fv(ps01254/ Ft(psi)t2)5) 1 Fcu(psi)i2l Fc1(psi)f1u6) (SG) Design Property Grade VERSA-LAM°Beams 2.0 3100 2.0 3100 1 285 2150 i 3000 750 0.5 • I- ' • • • • VERSA-LAM`-Studs i 1.7 2650 1.7 2650 1 285 1650 1 3000 750 0.5 • VERSA-LAM°Columns I 1.8 2750 1.8 2750 1 285 1825 1 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)'8 where d=member 6. Stress applied parallel to the gluelines. depth[in] ' Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications Designing Connections for Maximum UoughBform S1111 Load(plfj Multiple VERSA-LAM® Members Nailed I 'A"Dia.Through Bok�'� %' Dia.Through Bok�'1 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.c. 24"o.c. 12"o.c. @ 6"o.c. When using multiple ply VERSA-LAM`beams to create a wider Members 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAM°(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 1 470 I 705 i 505 1010 I 2020 i 560 1 1120 1 2245 the inside plies do not support their share of the load and thus the 3i�1 I 350 l 525 I 375 755 1515 420 ' 840 1685 load-carrying capacity of the full member decreases significantly. The 4131 . use bolt schedule , 335 670 I 1345 1 370 I 745 1 1495 following is an example of how to size and connect a multiple-ply 3%"VERSA-LAM° VERSA-LAMS floor beam. 2,3' I use bolt schedule ' 855 1 1715 1 N/A I 1125 i 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". Nailed 1/:"Dia.Through Bolo" %"Dia.Through BoItsi Beam depth is limited to 14". Number i of 13 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ ' Hangers not shown Members' Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" for clarity I 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered 2 I 705 1 940 I 755 1 1010 I 1515 1 840 1 1120 I 1685 �14' 3a, 525 705 565 755 1135 i 630 840 I 1260 400 401 I use bolt schedule I 505 1 670 1 1010 ! 560 I 745 ll 1120 1. Design values apply to common bolts that conform to ANSI/ 'A"bolts and 2%"for 14"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 18' �.' standard cut washer shall be between the wood and the bolt beam. \ head and between the wood and the nut. The distance from 3. 7"wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 25%of opposite side). Find: A multiple 13/4"ply VERSA-LAW'that is adequate to support the design loads and the member's proper connection schedule. To•-Loaded Ap•lications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14 ;2,.18';2=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC°to Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 plf size beam. A Triple VERSA-LAW 2.0 3100 1%"x 14"is found to (2)1% plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 Of adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 plf 3. Calculate the maximum pif load from one side Depths 11%"&less 2 rows 16d boxlsinker nails @ 12"o.c. 300 pN (the right side in this case). (3)1%"plies Si Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c 450 plf Max.Side Load=(18'/2)x(40+10 psf)=450 plf Depth =24" 4 rows 16d box/sinker nails 0 12"o.c. 600 plf 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 plf Applications, 13/4"VERSA-LAW,3 members (4)13/4"plies 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 Depths 18"&less 2 rows 1/2'bolts @ 24"o.c,staggered 855 Of the max.side load: (2)3'h"plies Depth 20"-24" 3 rows 1/2"bolts @ 24"ac.,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 plf is greater than 450 plf 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:%"diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6. FastenMaster TrussLok,Simpson Strong-Tie SOS,and code allows. USP WS screws may also be used to connect multiple 755 plf is greater than 450 ptf OK 3. Use allowable load tables or BC CALC°software to size beams. member VERSA-LAM'beams,contact Boise Cascade EWP 4. An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EWP•ALLJOISTC Installation Guide•08/1912013 VERSA-LAM® Beam Details/Allowable Nailing/Holes • 0 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 II not continuous over header. Verify hanger 'h•air capacitywith lateral restraint space \ r at bearing. �/ hanger II required \�•Sm manufacturer ', de.�� between VERSA-LAM' li I��v concrete ` column and wood. I Column connector Aft per dssion professional rmmers4:2) CID of record Slope seat cut Bevel cut 1 Beam to concrete/masonry walls Bearing framing into wall I Wood top plate must be flush �' with Inside of w l�I Strap per code if Sloped seat cut.-„,_ IIMIHanger top plate is not �'//'I Not to exceed �,t� continuous inside face + 11 11 1libill of bearing. I � DO NOT bevel cut VERSA-LAM ♦II beyond Inslde face of wall ,s ` without approval from I Blocking not Boise Cascade EWP EngineeringMoisture barrier between shown for clarity. or BC CALCm software analysis. •� concrete and wood t© 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-RIM® Products (Narrow Face) Nailing i Nailing Parallel to Glue Lines(Narrow Face)'' to Glue Perpendicular Glue Lines (Wide Face) Nail Size VERSA-LAM"' 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15/,fi' 1%" 3Y%'&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 ,A 2 % •/ 8d Common 3 2 3 2 2 1 2 1 10d&12d Box 32 3 2 2 1 2 1 Nailing Perpendicular to 16d Box 3 2..__.�_.___.3...._W 2 2 1 2..... 1.._..__.._- Glue Lines (Wide Face) -- — —_ 10d&12d Common 4 3 4 3 i 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 6 3 2 2 2 2 allowed(use'A"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®PVERSA-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 Vs Depthii anywhere within the shaded area of the beam. O - 3.The horizontal distance between adjacent holes must be O 11- /3 Depth at least two times the size of the larger hole. '/3 Depth 4.Do not drill more than three access holes in any four foot y� long section of beam. ►i L. 5.The maximum round hole diameter permitted is: ....,/,....2.. V3 Span /3 span 1/— End Bearing Intermediate Bearing Beam Depth Max.Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 51/2" 3/4" governed by the provisions of the National Design Specification®for 71/4" 1" Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where 91/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EWP Engineering. Eloise Cascade EWP•ALL.JCIST"Installation Guide•08129/2013 Handling and Storage of Engineered Wood Products Site Storage Site Handling , Protect AJS®Joists and VERSA-LAM® ,` from the weather. 11 ..,,. y ' It:,,,,,14,,,../,L',..-,' "" ll "+ i: lifi2" .. ....ilk -''' ,;,4,-A,,:p ,:,,,,e =i, :',.iikiic"-- ... ..,---"— ,A Unload from truck carefully using DO NOT lift AJS® Joists by top flange. . : appropriate equipment. r " . : .� cs~. t Joist w Q v VERSA-LAM • '„?,VERSA-MI "�' ''i no - i 1.i■ ` =. ,', Keep at least 3'/2 off the ground, more in wetter —�►j ! 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 AJS® Fork radius causes '/4'thick spacer on b makin sure that all'oists are Leave Joists banded together until ready f first two joists to rise face of forks reduces y g j to install. I 1' above fork. lift to 1” (%"thick sitting on the flat portion of the saver virtually forks.This can be accomplished eliminates lift) by making sure that the forks are wiik gm NI n n not fully extended into the unit II in A spacer may be required on the s front face of the forks in order to assure that the joists sit on the flat portion of the forks and I do not come in contact with the ' UPE.Ir 1 :ir•vYkY radius area of the forks.This pro- 011 cedure will equalize the pressure MIN 7 i Flange crushing or break- on the flanges of all joists. ,. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCI®Joists,VERSA-LAM®and ALLJOIST®must be stored,installed and used in accordance with the I7 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-LAW, If in doubt ask! For the V m ALLJOIST'-',and BCI®Joists must be wrapped,covered,and stored off of the ground on stickers at all closest Boise Cascade times prior to installation. VERSA-LAW,ALLJOIST®and BCI®Joists are intended only for applications EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure 1-800-232-07$8 to correctly store,use or install VERSA-LAM®,ALLJOIST®,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 Dealer is: visit our website at www.BCewp.com 0 Boise Cascade Engineered Wood Products Great products are only the beginning: Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 • HATCH LEGEND 9' 1-1/8" ) / " ,2-09-00� k� " / 09 " N 0 ,0 C:� - — - General Notes • -Per ANSI TPI 1-2002 all"Truss to Wall" q connections are the responsibility of the Building do Designer,not the Truss Manufacturer. -Use Manufacturer's specifications for all hanger connections unless noted otherwise. Ej01 •Trusses are to be 24"o.c.U.N.O. -00-00 8-00-00 •All hangers are to be Simpson or equivalent U.N.O.• - Use 10d it 1 VT Nails in hanger connections to single ply girder trusses. EJ01 -Trusses are not designed to support brick U.N.O. •Dimensions are Feet-Inches-Sixteenths EJ01 Notes: r No back charges will be accepted by Builders FirstSource unless approved in writing first. OE301O ACQ lumber is corrosive to truss plates. Any ACQ 6 lumber that comes in contact with truss plates(i.e. scabbed on tails)must have an approved barrier applied N Ej01 0 first. N O Refer to BCSI-Bl Summary Sheet-Guide for handling, 4Installing and Bracing of Metal Plate Connected Wood EJO1 Truss prior to and during truss installation. 4 It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to Ej01 the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required,it will be supplied at no extra cost by Builders EJOl FirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing 0 Q drops,can lights,act...,so the trusses do not interfere go with these type of items. l•Qt� \ y�2 'V O All common framed roof or floor systems must be - < <- - 6 designed as to NOT impose any loads on the floor do I trusses below. The floor trusses have not been designed to carry any additional loads from above. 8 This truss placement plan was not created by an E3 02 ‘ engineer,but rather by the Builders FirstSource staff 111) and is solely to be used as an installation guide and E302 -00-00 does not require a seal.Complete truss engineering and i i 4 O analysis can be found on the truss design drawings \ y�� a • the a which may be sealed by the truss design engineer. T18 Gable end trusses require continuous bottom chord ♦=j03 c0 bearing. Refer to local codes for wall framing N requirements. Although all attempts have been made to do so,trusses EJ03 may not be designed symmetrically.Please refer to the individual truss drawings and truss placement plans for proper orientation and placementCO EJO3 mBuilders d 7 EJ03 , FirstSource n EJo , _ 1!h00-oD Freeport PHONE:850-835-4541 E303 FAX:850-835-4532 Jacksonville Ell:* PHONE:904-772-6100 1 FAX:904-772-1973 \ O N M a ti, 0 } H } tI- H Tampa PHONE:813-621-9831 FAX:813-628-8956 Maillat- 10-00-00 / _y Mathieu Builders i—nam. —_,., 1939 Francis St. M. Custom D•u: O. ay O.P.PI Par 2/23/20 I DPS 2231231 Mors IJd-• rbortJd•. Poor,.II. NA 1 NA I 2231231