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HomeMy WebLinkAboutENGINEERING� %C)-OI LI S F L-awl I (oI `717-846-3747 Fax 717-846-0355 SCANNED BY St. Lucie County HP Engineering, Inc. 1541 E. Market St. York, PA 1741)3 15 November 2019 Robert Bameman Vice -President BSS Exteriors ENOV ECEIVED RE: Variform Soffit Installati 2 0 ?019 Dear Mr. Bameman; County, Permitting At the request of Alan Hoying, Code & Regulatory Manager, with Ply Gem Siding Group, I am writing this letter concerning the installation of Vaftrm Soffits in Florida. The goal in the installations is to provide enough wind load strength to withstand hurricanes, and to allow the soffit to expand and contract with rising and faliling temperatures. To allow for both of the above goals to be achieved at the same time, the soffits are fixed a one end and allowed to slide at the other end. It does not matter which end is fixed and which end is a slider, as long as both ends are not fixed, or sliders. The fixed end will have a fastener through it and into the substrate. The sliding end will have a "J" or channel for the soffit to slide in. In the evaluation report M project number 17090009) that I prepared for conformance with the 2017 Florida Building Code on Drawing Sheet 1 of 2 there are 5 installation details. The ends can be reversed. There are many more details that will work, as long as it is kept in mind that soffits must have one fixed end and one sliding end. If there are any questions about this compliance letter, or if anything additional is required, please contact us. Sincerely yours, Allen N. Reeves, P.E., SECB Structural Engineer Florida License #19354 Ai li 1Al��?:OR (6bb9eOMPLIANCE ST. LUCIE COUNTY BOCC FILE COPY '`I7-846-3747 HR Engineering, inc. 1541 E. Market St. York, PA 17403 Alan F. Hoying, Manager -Code & Regulatory Plygem Siding Group 2405 Campbell Road Sidney, Ohio 45365-9529 RE: Florida Evaluation Report, Varfform Soffits, FBC 2017 Dear Mr. Hoying; GENERAL tL @q1(0 Fax 717-846-0355 20 October 2017 This Florida Evaluation Report contains all of the 11 soffit products manufactured by P1yGem / Variform. The report is divided into 2 different soffit types; aluminum soffits and vinyl soffits. All of the work here is in conformance with the 2017 Florida Building Code and the 2017 Florida Residential Code. ALUMINUM SOFFITS The following 6 P1yGem / Variform aluminum soffit products; Double 6, Triple 4, Quad 4, Durabuilt Double 6, Durabuilt Triple 4, and .013 T4 have been tested and analyzed in conformance with the requirements of AAMA 1402 as stated in Florida Building Code 2017, Section 1404.5.1. For material, soffit type, effective width configuration, thickness, vent, and net free area, see table on page 2 of this report. The net free areas stated in the table are in conformance with the requirements of FBC 2017, Section 1709.10. Structural wind load testing in conformance with Section 1404.5.1 of the FBC 2017 has been performed at Architectural Testing, Inc. located at 130 Derry Court, York, PA 17406. Testing with nails for short span eave widths was to Protocols TAS 202-94 and TAS 203-94 as reported in ATI report 15934 (test date 06101195) and An report 75862.01-109-18 (test dates 08/17/07 and 09/19/07). Testing with nails for short span eave widths was to ASTM D 5206 as reported in All report 75997.03 (test date 11/01/07). Testing with staples for short span eave widths was to ASTM D 5206 as reported in ATI report 75997.04 (test date 11/23/07). Testing with nails for long span eave widths was to ASTM E 330 as reported in ATI report C1573.01-109-40 (test date 08/10/12). FL- SHI(o) Variform Soffits Page 2 PLYGEWVARIFORM SOFFIT TABLE MATERIAL SOFFIT TYPE EFFECTIVE CONFIGURATION THICKNESS WIDTH VENT NET FREE AREA Aluminum Double 6 12" Double 6" 0.019" IN'/FT, 36780 Solid 0 36781 Aluminum DutabiltTtiple4 12" Full 10.6 36687 Triple4" 0.016" Solid 0 36688 36689 Center 4.4 Full 13.2 Aluminum Triple 12" Triple 4" 0.019" 4 Solid 0 36695 36696 Center 4.4 Full 13.2Aluminum Quad 4 16" Quad 4" 0.019" Solid 36797 0 36798 Center 9.7 Aluminum Dumbilt Double 6 12" Double 6" 0.016" 36782 Solid 0 36783 Full 10.6 Aluminum .013 T4 12" Triple 4" 0.013" 36768 Solid 0 36769 Center 4.4 36770 Vinyl 10" Triple 3 113" 0.044" Full 13.2 Petvennanse Solid 0 133 134 J Hidden 9.19 Vinyl Beaded 7" 7" Single 7" 0.040" Solid 157 0 158 Vinyl DSPremium 10" DoubleS' 0.044" Full 2.66 140 Solid 0 141 Vinyl Triple4 12" Triple 4" 0.038" Full 6.2 230 Solid 0 231 232 Center 1.96 Vinyl DSStandard 10" DoubleS" 0.040" Full 5.87 144 Solid 0 145 Full 6.2 TL-auI�01 Vauiform Soffits Page 3 I have performed a combination of rational and comparative analyses on these products. The allowable design wind pressures for all of these products have been determined in a separate 23 page structural analyses titled ALUMINUM AND VINYL SOFFITS INSTALLATION DESIGNS 2017 FLORIDA EVALUATION. The allowable design wind pressures for all of these products are listed in 3 tables shown on 2 installation drawings, 11"xl7", titled VARIFORMSOFFITS-FLORIDA attached to this evaluation report. The required installation details to achieve the allowable design wind pressures are shown on the same installation drawings and are in conformance with Section 1709.10 of the 2017 FBC. Minimum interlock between panels must be 3/811 . The allowable design wind pressures shown in the tables on the installation drawings of this evaluation report can be compared directly to the required wind loads in Chapter 16 of the Florida Building Code 2017. The 2017 Florida Building Code in Section 1609.1 and the 2017 Florida Residential Code in Section R703.1.2.1 directly mandate that the design wind pressures on soffits are to be the same as adjoining walls. I trust that this information is sufficient for your needs. VINYL SOFFITS The following 5 P1yGem / Variform vinyl soffit products; Trivent High Performance, Beaded 7", DS Premium, Triple 4, and D5 Standard have been tested and analyzed in conformance with the requirements of Chapter 14, Section 3.0 of the 2017 Florida Building Code. For material, soffit type, effective width, configuration, thickness, vent, and net free area, see table on page 2 of this report. The net free areas stated in the tables are in conformance with the requirements ofFBC 2017, Section 1709.10.1. The vinyl soffit overall product standard is ASTM D 3679, and it is the referenced document in the Florida building Code_ Within this document ASTM D 4477 is listed as an associated document with specific requirements for soffits. ASTM D 3679 lists ASTM D 5206 as the associated document for structural testing. In Annex Al. of ASTM D 3679 it states that a factor of safety of 1.5 will be used in calculating design pressures based on the structural testing done in ASTM D 5206. This is the same factor of safety that is required in 2017 FBC, Chapter 14 Paragraph 3.2.1.1.2, and Chapter 17 Section 1709.10.1 Structural testing was done at Architectural Testing Inc.,s main laboratory located at130 Derry Court, York, PA 17402, and reported in 75992.02 (test dates-10/03/07 thin 10/09/07), 75993.02 (test dates- 10/04/07 thru 10/11/07), 75994.02 (test dates-10/04/07 thin 10/08/07), 01-49361.01 (test date-02/03/04), and C1572.01 (test date-08/10/12). The material (physical) properties test ASTM D 635, Test Method for Rate of Burning and/or extent and Time of Burning of Plastics in a Horizontal Position, as required by ASTM D 3679 was done at an A2LA accredited laboratory, Polymer Diagnostics, Inc. located at • FL ay1e► Variform Soffits Page 4 33587 Walker Road, Avon Lake, Ohio 44012 in Project PT 21754 (test date-04/02/07). All other materials (physical properties testing as required by ASTM D 3679 was done at Architectural Testing, Ines main laboratory located at 130 Derry Court, York, PA 17402 as reported in project A5538.01-103-77 (test date-04/07/11). I have performed a combination of rational and comparative analyses on these products. The allowable design wind pressures for all of these soffits have been determined in a separate 23 page structural analyses titled ALUAMVVUM AND VINYL SOFFITS INSTALLATION DESIGNS 2017 FLORIDA EVALUATION. The allowable design wind pressures for all of these products are listed in 3 tables shown on 2 installation drawings, 11"XIT', titled VARIFORMSOFFITS-FLORIDA attached to this evaluation report. The required installation details to achieve the allowable design wind pressures are shown on the same installation drawings and are in conformance with Section 1709.10.1 of the 2017 FBC. The pressure equalization factor was not used at any time to determine allowable design wind pressures for these soffits. The allowable design wind pressures shown in the tables on the installation drawings of this evaluation report can be compared directly to the required wind loads in Chapter 16 of the Florida Building Code 2017. The Florida Building Code in Section 1609.1 and the 2017 Florida Residential Code in Section R703.1 directly mandate that the design wind pressures on soffits are to be the same as adjoining walls. I trust that this information is sufficient for your needs. Sincerely yours; 6Z&&'W' f/. Allen N. Reeves, P.E., SECB Structural Engineer Florida License No. 19354 zo acy, za)7 ANR:anr Cc: 17090009 G No. 19354 s p % STATE OF AIL1��``\��� 1:L-ayt(o1 ALLOWABLE DESIGN WIND PRESSURES IN PSF I SDORTSPANTABLE VARIFORM W111THININCI¢5 SOFFIT TYPE Ill.EAVE 16• Double 6(Aluminam) Jr, Nails +169.1 +135.3 +96.6 Solid-36780 Vrnted-36781 -169.1 .135.3 -96.6 Double 6 (Aluminum) IN, Smplas +169.1 +135.3 +96.6 Solid-36780 Ventd-36781 -177.0 -141.6 -101.1 Triples (NmNoom)12", Nab Solid.36694 +169.1 +135.3 +96.6 Cento Wa-36695 Fall Vent-36696 -169.1 •135.3 •96.6 Triple 4(Numinum) Jr. Staples Solid-3MN +169.1 +1353 +96.6 CettaVent-36695 Full Vent-36696 -177.0 -141.6 .101.1 Qnad4(Almninnm) 10",Neib +126.8 +101.5 +725 Solid-36797 Ventd-36798 -126.8 401.5 -72.5 Quad 4(Aluminum) 16", StnPlas +116.8 +101.5 +72.5 Solid-36797 Vunlcd-36798 -132.8 .106.2 -75.9 DumbuiltDouble 6(Aluminum) 12", Ne)ls +133.5 +106.8 +763 Sand-36782 Ventd-36783 -1335 .106.8 -76.3 DurebWlt Double 6(Numinum)13",Burden +133.5 +106.8 +763 Solid-36782 Ventd-36783 -177.0 -141.6 -I01.1 DumbulltTriple 4(Aluminum) Jr, Nails +133.5 +106.8 +76.3 Solid-36687 OusaVent-36688 -133.5 -106.8 -76.3 Full Vera -36689 Dumbuill Triple 4 (Aluminum)12", Staples +133.5 +106.8 +76.3 Solid-36687 -177.0 -141.6 -101.1 Centa Vent-36688 Full Vent-36689 AI3T4(Nammum)12",Nals Solid.6768 +115.7 +92.6 +66.1 Come Vent-36769 Vented-36770 -115.7 -92.6 -66.1 .013T4(A1undnum)12',Smplas Solid-36768 +115.7 +92.6 +66.1. Cents Vaw-36769 Vented-36770 -177.0 '-141.6 -101.1 Dtadd(Vlny07'.Nab +206.6 '0653 +118.1 So1id-157 Vent4d-158 -104.0 -83.2 -59A Dended(Vmy07",SmPks +206.6 +165.3 +118.1 Sulid-157 Vented-158 -123.9 -99.2 -70.8 Nobles Smndaa (Vinyl) F0"•N99 +206.6 +165.3 +I 16.1 Solid-144 V.W-145 -72.8 -503 -41.6 Double 559danl(Vinyl)Iv. Smples +206.6 +165.3 +116.1 SaIW-144 Vowed-145 -86.8 -69A 49.6 Double 5 premium (Vitry010'•Nails +227.3 +129.9 Solid-140 Venled-141 -80.1 -05.8 Double Premium (Vinyl)I(i Staples +2273 +129.9 Solid- 140VMtd-141 -SA -54.5 T,iplo4 (Vinyl) IT', Nails Sund-v0 +1963 +II22 Cents Vent-v1 PPBVent-v2 .57.7 .32.9 Tripk1 (V6ryp 12", Smples Solld-v0 +1963 r46.1 +112.2 CenmrVcm-231 FullVenl-Z12 -68.7 -39.2 Tri.tTriple3 ln,(Viny010",Nab +227.3 +129.9 Solid 133 Iliddee Vent-134 -80.1 45.8 Trivenl7riplo31/3.(Viny0lo",Steples +227.3 +129.9 M ARE . /iIILoWG ROOFINGJNANr(S AND 4"0 NEADS 'ORSTAPLES W;7;vAND �ss06 G440, SEE TABLES FASCIA FASC/A�6�X 40AOP ',•r! BA.PG •lr TAPtWALL 1 @3/P'a4'CIA.Wood I TRIMSOFFITQN,EL TgAttSMETAL SCE TABLES' F I�ONANNL-L wmli CASE MASDA'A /'A•sTCNQRS �fPAAC TAIM AAENEb74P4 STuO RLPCR WALL SAME AS AT FASe/A EAVE W/OT NAILS o,o97"OK4"LPN6EqVE WIbTWSee TABLES @ 21L"MAX/MVM SPACING JfL TABL ALTCRNATE' WALL OETAILNar To SCALE SOFFITS WITN A9ASONRV BLOCK WALLS NOT To SCALEFASTENERS AT EACN NNL T/MEA)R FRAM/N -YEMRooF/NC NAILS WI71115'NANKS AAI0OR ^4/Lr WIrX 4P0 SHANKSANo STAPLES %IIP'NEAOSA O/( AONC Lfi,,GSAND/A /Oo(X22 STAPLES WIrX "f eI (16 GACGA SEC BON NAM LPNG Leas ANo r•Jc4) �7/MAER TABLES 1110AX2r/4 EeM.N4lLSal 74&rs .RAM/NG FASCIA FAe/A TRIM Solid-133 HiddenVent-134 -959 -34.5 Sec TAAL 'F"-RANNEL A.xAAr T 11.N Derails Wal P with Wi4 mble a coran Sheet 1 oF2 JAA_ AS A7 PA4eq • SDFFIT WITN WoPO. FRAHED WALL PT o Seq DESIGNPRESSURES LISTED INTABLES ARE BASED ON COlaARATWE AND RATIONAL ANALYSES DONE IN H R PROJECT 17090009AND ARE IN CONFORMANCE WITH THE 2017 FLORIDA BUILDING CODE AND THE 2017FLORIDA RESIDENTIAL CODE. THE '017 FLORIDA BUILDING CODE IN SELTION 1609.1 AND TIE 2017 RbRIDA RESIDENTIAL CODE IN SECTIONR703.1 DIRECTLY UANDATETHAT THEDESIONWIND Allen N. Reeves, P.E. Structural Engineer I PRESSURES ON SOFFITS ARE TO BETHESAM AS THEADJOB41NO WALLS. /PEV. -0 OCT.AVGUST tort top MEMO" /, WHERE SHORT SPAN AND LONG SPAN TABLES OVERLAP, THE LOWER VALUES HR Engineering, Inc.11 OATE'30 GOVERN ANDSHOULDBEUSED IN INSTALLATION DESIGNS. CUENP. L Gf ARIFOR By. q'.4EEVES p13WECTNWdE: TR/M SEE SOFFIT /wro ROOF F'RAM/NG ' No, To SCALE Q.14+•- �L l�i+...eoi � -�- , li e M S< ;e OCT- 20/7 No. 19154 19354 _ k �n'', STATE OF FL -ay�bl ALLOWABLE DESIGN WIND PRESSURES IN PSF LONG SPAN TABLE VARWORM EAVE WIDTH IN INCHES SOFFIT TYPE r 12" IS - 18" 21 24" Mob le6(Aiumipum)li^, NWb +288 +170.4 +{12.5 +79.8 +59.5 Solid-367SO VrnmJ-36781 •275.3 -162.9 -107.6 -76.3 -56.9 oublo6 (Alminum)12", Smpin +288 +170.4 +II2.5 +79.8 +593olid-3678D Vested-36781 -275.3 -162.9 -107.6 -763 .56.9 Td 4(Alvmlumn)12",Naib Svlid•36604 +288 +I70A +1123 +79.8 +59.5 Cats Vrnt-76693 Full Venl.36696 -2753 462.9 -107.6 -763 -56.9 Topic (Aiummum)12", Smpms Solid- +28g +170A +112.5 +79.8 +59.5 36694CMIc Vent-36695 FaOVem-36696 -275.3 -162.9 -107.6 -76.3 •56.9 Quad 4(AluMnum) 16",Naib +216.0 +127.8 +84A +59.8 +44.6 Solid Vested-36798 •206.5 -1223 -80.7.57.2 -02.7 QuaJ 4 (AluMnum)16", Staple +216.0 +127.9 +84A +59.8 +44.6 Solid-36797 Ven1e4-36798 -206.5 -122.2 -80.7 -57.2 -42.7 OumbWll Double6(Alumivum)12",Nulls +2273 +134.5 +88.8 +63.0 +47,0 Solid-36782 Vaud-36783 -217A -128.6 -84.9 •602 -44.9 Durvbuilt Double 6(Aluminuen) 12-,St ji , +2273 +134.5 +8g,8 +b3.0 +A7.0 SoBd-36782 Vrnlyd-36783 -217.4 •128.6 -84.9 -602 44.9 Dum6Wlt Triple4 (Aluminum)n",NWb +227.3 +134.5 +88.8 +63.0 +47.0 Solid-36687 Ceet-Veat-36688 -217A -128.6 -84.9 -60.2 44.9 Full Vat-36689 Dmnbuilt Td 1, (Aluminum)12",Staples +227.3 +134.5 +8B.8 +63.0 +47.0 Solid B ull t'rnte Vat-36688 Full Vent -217.4 -128.6 -84.9 -602 44.9 .013 T4(Muminum)12",NWIa Solid-36]68 lid-36 +197.1 +116.6 +77.0 +54.6 +40.7 Conm�Vat-36769 Votd-36770 -188A -111.5 -73.6 -522 -38.2 .013 T4(M mim) 12", Map]" SOW6768 +197.1 +116.6 +77.0 +54.6 +40.7 Cate, 1a 36769 Vented-36770 -188.4 -111.5 -73.6 -52.2 -38.2 Baded(Vbryq 7", Naib +427.6 +253.0 +167.0 +118A +88.3 Solid-157 Valed-158 •95.9 -73.7 -59.9 -50.5 43.6 Bevded(VmyQ7", Smplcs +427.6 +253,0 +167.0 +118.4 +88.3 Solid-157 Vented-158 .99.2 --76.3 -6. "522 45.1 Doubles SlmWard(vinyl) 101,Naib +2993 +177.1 +116.9 +82.9 +61.8 Solid-144 Vmtcd-145 -67.1 -51.6 -41.9 -353 •30.5 Double 5 Smnde d Mrty010", Smpin +299.3 +177.1 +116.9 +819 +61.8 Solid-144 Vatud-145 -69.4 -SJA 43.4 -36.5 -31.5 Double 5 Premium(Vinyl) 10^, NWis 329.2 +194.8 +129.6 +91.2 +68.0 Solid-140 Voted-141 -]J.8 •56.8 -06.1 -38.8 -33.6 DovbleS Prwlum rymy010",Smplea 329.2 +1V6? +128,6 +91:2 +68.0 Solid-140 Vamd-III -763 •58.7 -47.7 -002 -74.7 7Nple4 (VtaA)1T',Naib Solid-23O +236.9 +1402 +92.6 +65.6 +49.0 Coen Vrnt-231 Fv1111a1d12 .53,1 : .2 •332 -28.0 -24.1 7dplo4 ryhg012",Smplea Solid-230 +236.9 +140.2 +92.6 +65b K9.Q Gala Vmt-231 Full Vat-232 -54.9 -02.3 -343 -28.9 -25.0 Trival Teiple3l13,(VWyi)10",Neils 329.2 +{94.8 +128.6 +91.2 +68.0 Solid 173 Hiddm Vcnb134 -73.8 I •56.8 46.1 -38.8 -33.6 Trivat77iPte71/3, (Vinyp l0•, Stapl" 329.2 +194.8 +129.6 +91.2 +68.0 Solid•133 Hidda Va1-134 -76.7 1 -58.7 47.7 40.2 -34.7 Dalaib =1 90 tviW Ihb table my fouvd on Shoat 1 of2 LEGEND Double Shea "V" grooves every 6" acros3,idth, and eaehpanel is 12" wide. Triple 4 orT4 bns "V" gmovca every4" aao" width and caehparld is 12" wide. Quad 4 has "V"Smoves every 4" across wid0y . aod.apaoe)Is 16"wide. Beoded7'bav "N' grooves every 7" aemss width, and mob paaei is T' wide. Double 5 has "V"gm v"every 5"oaou width, end each panel b 10" wddm Triple31/3 has W groove every3.1/3" aemn widen, and each povel is 10" wide. 1)(2 8077ENJ- ATTACALD TO CACA FRANIRG MLMe4R W/rN 119 X e 14.00 J'CRL ws FRAME mamoM /i/' LONG .fOoF/NG NAILSS OR S}ArL4l WrrN /" LONG V P GAGL)0 IN EACN ACY N4/1 NLA7 FASCIA BOARD FASCIA WR LL TRIM VARIPoRM SOFFIT -rze M✓erIJAAN TABLE l2" p" F CAANNE4� MAN. MAX. FASrCNLAS ` SA.%7M4 G AAXS SAVE WIDTH UNLIMITED AT 8477CA3 SOFFIT FOR WIPE EAVES ANP Exr"/OR CE/LI Vc NOT TO SCALC HR Engineering, Inc. RECVLS 20 DCY 3D37 ® 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: 2152443 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Tiffany Homes Project Name: Waterstone Model: Kiosks Tampa, FL 33610-4115 Lot/Block: - Subdivision: - Address: -, City: Melbourne State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017lTPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 6 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 1 T18865710 A01GR 12/10/19 2 T18865711 A02 12/10/19 3 T18865712 1-1J5 12/10/19 4 T18865713 A 12/10/19 5 T18865714 J3 12/10/19 6 T18865715 J5 12/10/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state o(� e1 8, 2021. IMPORTANT NOTE: The s,�al�tdggg�e�tr+;�rd�Eertification that the engineer named is licen d �ra �ieQjn�tifi(�erd a t l designs comply with ANSI/rPl 1. hes deeSigS�jeetTJJ: "f1 r ,ALE shown (e.g., loads, supports, dimes p'�s� stltl�aNNeb�Y besi�fP'c�des , which were given to MTekor TRENCO. Any project specific' Btcluded is for MiTe TRENCO's customers file reference purpose only, aken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and property incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. SCANNED BY St. Lucie County 39380 * 1��rATEAOFP4/� A'Oa` Nit%%.Z � fill Thomas A Albanl PE No.39360 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa n.33610 Date: December 10,2019 Albani, Thomas 1 of 1 Job Tress Truss Type Oty Ply T18865710 2152443 A01GR Hip Girder 6 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 a Jul 14 2019 MITek Industries, Inc. Tue Dec 10 Scale = 1:23.2 4x6 = 4x6 = 4x6 4 ax4 11 ex4 11 4x6 0 p-46 5-0.0 I &0-0 I 12-7-8 13.0.0 4- 47-8 ILIZ 4-7-8 -4 Plate Offsets (X Y)— 12:0-5-1 0-1-10] [5:0-5-1 0-1-101 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.08 7 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.11 Horz(CT) 0.02, 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight: 58 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=938/0-3-0, 5=93810-3-0 Max Uplift 2=-704(LC 7), 5=-704(LC 7) FORCES. gla) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-180811224, 3-4=-1618/1210, 4-5=-1808/1224 BOT CHORD 2-8— 991/1603, 7-8=-993M 618, 5-7=-991/1603 WEBS 3-8=-25/302,4-7=-25/302 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Fxtedor(2) -0-7-8 to 2-4-8, Interior(1) 2-4-8 to 5-0-0, Extedor(2) 5-0-0 to 12-2-15, Interior(1) 12-2-15 to 13-7-8; 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 chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ft=lb) 2=704, 5=704. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down and 1641b up at 5-0-0, and 68 lb down and 63 lb up at 6-6-0, and 211 lb down and 164 Ib up at 8-" on top chord, and 112 lb down and 40 lb up at 5-0-0, and 47 lb down and 171b up at 6-6-0, and 112 lb down and 401b up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S),section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1,3=-70, 3-0=-70, 4-6=-70, 2-5=-20 Concentrated Loads (lb) Vert: 3=-164(F) 4=-164(F) 8=-94(F) 7=-94(F) 9=-68(F) 10=39(F) Thomas A. Alban) PE No.39380 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 10,2019 AWARNING -VerKydeslgnparsmelersandINADNOTES ONTNISANDINCLUDED M/TEKBEFEBANCEPAGEUtr74Mmv.16Di¢015BUOIEUSE Design valld for use only wam Mrek®connectors. This design Is based only upon parameters shown, and Is for on Individual buJOing component, not �' a truss system. Before use, me building doslgner must verify the appiicala rty of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always roqulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcatioR storage, delivery, erection and bracing of husse5 and tNR systems, s seANSUIP11 Qua Oy Criteria, DSB-0g mild BCSI Mating Component 6904 Palle East Blvd. Sabp Inlormrllbrmaloble from Tnm Plate InskMe, 218 N. Lee Street, SLne 312. Alexandra. VA 22314, Tampa, R 33610 Job Truss Truss Type 1 , City Ply T18865711 2152443 A02 Common 24 1 Job Reference o tional Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Dec 1014:54:10 2019 Scale=1:22.8 Er•IB ]o 3.8 __ 2x4 11 3x8 Plate Offsets (X,Y)-- (2:0-3-1,0-1-81 14iO3-1,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.03 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Hou(CT) 0.01 4 n1a Na BCDL 10.0 Code FBC2017/7PI2014 Matrix-S Weight: 57111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=626/03-0, 4=626/0-3-0 Max Uplift 2=534(LC 7), 4=-534(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-943/720, 3-4= 943/720 BOT CHORD 2-6=-498/788, 4-6=498/788 WEBS 3-6=41/335 BRACING - TOP CHORD .Structural wood sheathing directly applied or 4-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=121t Cat. II; Exp D; Open, GCpi=0.00; C-C Comer(3) -0-7-8 to 24-8, Etdedor(2) 24-8 to 6-6-0. Comer(3) 6-6-0 to 9-6-0. Exiedor(2) 9-6-0 to 13-7-8; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=534, 4=534. Thomas A Albani PE No.3938D MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 10,2019 Q WARNING-VaN deslgnyarametersand READNOTES ON TNISANDWCLUDWMITEKREFERANCEPAGEMIF74mma. 101X2e15BEFORE USE Design valid for use onlywlm Miter connectors. mis design is based only upon parameters shown, and Is form Individual building component, not ��- a truss system. Before use, ice building designer must verity the applicability of design parameters and properly incorporate rah design Into the overall bWding 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 stoblltty and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses antl truss syslems. seeANSUfPII Cua1By CdFMda, DSB-89 and l= Building Component 6904 Parke East BNd. Safety ksfomsationwollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexontldo. VA 22Y14. Tampa, FL 33610 Job Truss Truss Type , Oty ply r T18865712 2152443 HJ5 Diagonal Hip Girder 12 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL-34945, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Dec 1014:54:11 2019 Page 1 ID:oPCXbFFZMUIXnB7KgbeuYlyJdnq-1?il3 W T_MEVI NG62BfKMXyltaYHyo6RJyYhYK?yAKoA -00-70-10 3.9-3 6.11.6 -10-10 i 3-9-3 3.2.2 Scale=1:15.1 3x4 = ' 0-5-11 ' 6-5-11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.10 4-9 >842 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 VergCT) -0.18 4-9 >464 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(CT) 0.02 3 Na Na BCDL 10.0 Code FBC2017ETP12014 Matrix -MP Weight: 23 lb. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctumlwood sheathing directly applied or 6-0-0 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=195/Mechanical, 4=83/10fechanicel, 2=403/0-4-4 Max Horz 2=236(LC 7) Max Uplift 3— 275(LC 7), 4=-18(LC 7),E=-375(LC 7) " Max Gray 3=195(LC 1). 4=122(LC 3), 2=403(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=12ft; Cat. II; Exie D; Open, GCpi=0.00; C-C Comer(3)-0-10-10 to 3-4-5, Extedor(2) 3-4-5 to 6-10-10; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonooncurrent 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 1001p uplift at joint(s) 4 except Qt=lb) 3=275, 2=375. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 1-6-1, at 1-6-1, and 271b down and 1 Ib up at 4-4-0, and 271b down and 1 Ito up at 4-4-0 on top chord, and at 1-6-1. at 1-6-1. and 141b down at 4-4-0, and 14 Ib down at 4-4-0 on bottom chord. The designtselection 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 (plo Vert: 1-3=-70, 4.5= 20 Thomas A. Albani PE No.39380 Ml NSA, Inc. FL Cott 6634 69114 Parke East Blvd. Tampa FL 33610 [late: December 10,2019 O WARNING- VeNlydssr9nparamarenaad BEADNOTES ON THISAND INCLUDED MMEKNEFENANCE PAGE MI1-747arev. 10,0312015BEFONE USE Design valid for use only with MmeiO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a fuss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate mis design Into fire overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek* Is always required for stobilty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and Innssystems seeANSVIPII CualM8yy Cdtodo, DSB419 antl 6CSI BUldNg Component BON Parka East Blvd. Safety Inlormatbr avallable from Truss Plate InsHlule. 218 N. Lee Sheet. Suite 312, Alexontldo. VA 22314, Tampa, FL 33610 Job Truss Truss Type r CRY Ply' T78865713 2152443 J1 Jack -Open 24 1 Job Reference (optional) Builders FmitSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jud 14 2019 MiTek Industries, Inc. Tue Dec 1014:54:11 2019 Page 1 ID:oPCXbFFZMUIXnB7KgbeuYlyJdnq-17i 13W T_MEYING62BfKMXyl3yYPzo6RJyYhYK7yAKoA -0-7-B 1.0.0 17-B 1.0.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ve eft -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ved(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=18/Mechanical, 4=10/Mechanical, 2=104/03-0 Max Hom 2=62(LC 7) Max Uplift 3=-29(LC 7). 2=-102(LC 7) Max Gray 3=18(LC 1).4=19(LC 3), 2=104(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 4lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3 except Gt=lb) 2=102. Thomas A. Alban] PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610. Date: December 10,2019 OWARN/NG-VeHfydeslgnparsrneM..dREADN07ES ON WaANDINCLUDWMREKREFERANCEPAGEM674n.re.. 111=Ur1SSEFOREOSE. Design valld for use only wim Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a Muss system. Before use, me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated Is to prevent buckiing of IndNlcuol Muss 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 tegardingme fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVWII Quality Cmorb, DSI149 and BCSI Balding Component 6904 Palle East Blvd. Safety Informationavoeoble from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type x Oty Ply T18865714 2152443 J3 Jack -Open 24 1 Jab Reference (optional) bucaers Hrbt6oume (ran Fierce), Fort Fierce, FL-'s4aao, e.z9 sJu1l92U1e Mllexinauelnee,Inc. IueuealUl9:S9:122u1e ragas ID:oPCXDFFZMUlXnB7KgbeuYlyJdnq-VCGPGsUc7Yg9_OhEINm4AID3ykyXZhSBC051RyAKo9 Scale = 1:10.8 ' 0.4.8 ' 2-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=91/Mechanical, 2=186/0-3-0, 4=28/Mechanical Max Harz 2=137(LC 7) Max Uplift 3=-135(LC 7). 2=-150(LC 7) Max Grav 3=91(LC 1), 2=186(LC 1), 4=56(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=121t; Cat. II; Fxp D; Open, GCpi=0.00; C-C Exterior(2) -0-7-8 to 2-4-8, Interior(1) 2-4-8 to 2-11-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard 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 inall 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 100111 uplift at joint(s) except (jt=lb) 3=135, 2=150. Thomas A Alban! PE No.39360 MTek USA, Inc. FL Ced 6634 ISM Parke East Blvd. Tampa FL 33610 Oates. December 10,2019 QWARNING-VatllydslgnparametenenEREADNOTES ON TNISAND INCLUDED M1TEKRVWtANCEPAGEMb747arev. fd=!20r5BEP0RE USE Design valld for use only with MBek®connectors. This design Is based only upon parameters shown and is for an Individual bulltling component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bulIdIng design. Bracing Indicated Is to buckling of Individual huss web and/or chord members only.Additional temporary and permanent bracing M!Tek* li prevent Is always required for slablily and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. saeMSUfPII Qual ly Cmetb. DSB89 and SCSI 6uldIng Component SafetymfomfatbnovailobiehomTrussRatelnstlMe. 218 N. Lee Sheet Surf Alexandria. VA 22314. 6904 Pads East Blvd. - Tampa, FL 33610 Job Truss , City Ply ' T78865715 �Truss`Type 2152443 J5 Jack -Open 18 1 Job Reference (optional Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 a Jul 14 2019 MiTek Industries, Inc. Tue Dec 10 14:54:13 2019 Page 1 ID:oPCxbFFZMUI%nB7KgbeuMyJdnq-zOgoUCV EusoOmGOJ4MgdNrLDM 19GOxbQsAFPuyAKOB -0-7-8 5.0-0 0.7-8 5.0-0 Scale =1:14.9 2x4 = 0-4-B 4.7.8 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.03 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Van(CT) -0.05 4-9 >999 160 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n1a BCDL 10.0. Code FBC2017fFPI2014 .Matrix -MP Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=138/Mechanical, 2=291/0-3-0, 4=59/MechanimI Max Horz 2=214(LC 7) Max Uplift 3=-190(LC 7), 2=-214(LC 7), 4=13(LC 7) - Mu Gmv3=138(LC1),2=291(LC1),4=87(LC3) FORCES. (lb) - Max. Comp/Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Exterior(2) -0-7-8 to 2-4-8, Interior(1) 2-4-8 to 4-11-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 bottomchordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at jointfs) 4 except (jt=lb) 3=190, 2=214. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Carl 8634 6904 Parke East Blvd. Tampa FL 33610. Date: December 10,2019 AWARNING -V4d1ydsfgnparametorsendRaADNOTES ONTHIS AND WCLUDEDUr REFEBANCEPAGEM67473mv.10Na20feBEFOREUSE. Design valid for use only with MRea connectors. this design u based only upon parameters shown, and s for an individual building component, not ��' a truss system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated 6 to prevent buckling of hdMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sootily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fcbricoll storage, delivery. erection and bracing of M,sses and huss Wstems seeANSVTPll Quality Cdbdo, DS549 and SCSI Buldhp Component Safely Informalbnovallabie from Truss Rate Institute. 218 N. We Sheaf. Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3' Center plate on joint unless x, y / 4 offsets are indicated. (Drawings not to scale) � dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always requlred. See BCSI. I' r a-2 cza 2. Truss bracing must be designed by an engineer. For �� 1d 4 wide truss spacing, Individual lateral braces themselves WEBS cvti may requlre bracing, or alternative Tor I c0 U �' 3 p bracing should be considered. '� O Lr' b U U 3. Never exceed the design loading shown and never inadequately braced trusses. ys° stack materials on a0. ... _ p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cr e cd csa r BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties, plates 0-'hd' 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 'Plate bastion details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. software Or Upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber Is a non-structural consideration and Is the 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. 1.1. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the lane of the 9 p truss unless otherwise shown. specified. 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 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, If no telling is Installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for crushing only, ��� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portlons 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: BuildingComponent Safe Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' ANSIRPI t Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015