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HomeMy WebLinkAboutENGINEERING_, 1910 -b1-69 F L -3 H I b I 717-846-3747 HR Engineering, Inc. Robert Bameman Vice -President BSS Exteriors RE: Variform Soffit Installations. Dear Mr. Bameman; 1541 E. Market St. York, PA 17403 RECEIVED NOV 2 0 '019 ST. Lucie County, Permitting Fax 717-846-0355 15 November 2019 At the request of Alan Hoying, Code & Regulatory Manager, with Ply Gem Siding Group, I am writing this letter concerning the installation of Variform 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 fallling 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 "Y' or "F" channel for the soffit to slide in. In the evaluation report (HR 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 he 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, U4 - /I /&41� Allen N. Reeves, P.E., SECB Structural Engineer Florida License #19354 /S Nav, 201y ANR:anr Cc: 19110004 may\ �G E AIS Q . STATE rF tv REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY ROCC FILE COPY �L_ay1l01 717-846-3747 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, Variform Soffits, FBC 2017 Dear Mt. Hoying; GENERAL Fax 717-84"355 20 October 2017 This Florida Evaluation Report contains all of the 11 soffit products manufactured by PlyGem / 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 PlyGem / 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 Deny Court, York, SPA 17406. Testing with nails for short span eave widths was to Protocols TAS 202-94 and TAS 203-94 as reported in All report 15934 (test date 06/01/95) and ATI 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 ATI 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). �L-c3H Variform Soffits Page 2 PLYGEM/VARIFORM SOFFIT TABLE MATERIAL SOFFIT TYPE EFFECTIVE WIDTH CONFIGURATION THICKNESS VENT NETFREE AREA Aluminum Double 6 36780 12" Double 6" 0.019" Solid �,�s 0 36781 Full 10.6 Aluminum Dmab6 687 Triple4 36 12" Triple 4" 0.016" Solid 0 36688 36689 Center 4.4 Full 13.2 Aluminum Triple4 36694 12" Triple4" 0.019" Solid 0 36695 Gaoler 4.4 36696 Full 13.2 Aluminum Quad 4 36797 16" Quad 4" 0.019" Solid 0 36798 Center 9.7 .Aluminum Durabilt Double 6 36782 12" Double 6" 0.016" Solid 0 36783 Full 10.6 Aluminum . 367 36768 12" Triple 4" 0.013" Solid 0 Center 4.4 36769 36770 Foll 13.2 Vinyl Trivent High Performance 10" Triple 3l/3" 0.044" . Solid 0 133 134 Hidden 9.19 Vinyl Beaded 7" 157 7" Single 7" 0.040" Solid 0 158 Full 2.66 Vinyl D5 Premium 140 10" Double 5" . 0.044" Solid 0 141 Full 6.2 Vinyl Triple 4 230 12" Triple 4" 0.038" Solid 0 231 232 Center 1.96 Full 5.87 Vinyl D5 Standard 144 10" Double 5" 0.040" Solid 0 Full 6.2 145 Variform 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"x1T', 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 3/8". 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 2011 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. 1 Mist that this information is sufficient for your needs. VINYL SOFFITS The following 5 P1yGem / Variform vinyl soffit products; Trivent High Performance, Beaded 7", D5 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 of FBC 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 thru 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- ay►eI 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, Inc.'s 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 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"x17", 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; AllenN. Reeves, P.E., SECB Structural Engineer Florida License No. 19354 20 ocy, zc)g ANRanr Cc: 17090009 N a No.19354 ' STATE OF '4FS''<ORIQP'�j���• IFL-a4Vo\ ALLOWABLE DESIGN WIND PRESSURES wr" SPAN TABLE SHORT VARIFORM EnvE vnnTHINmcSms 12" 16" SOFFIT TYPE Double6(Alwdndv012",Neih +1353 +96.6 Solid-36780 Vented-36781 -135.3 -96.6 Double6(Numinuu)12", Smples 1135.3 496.6 Solid-36780 Venbul 36781 P-177.0 -141.6 .101.1 Tdpie4 (Alumin.)12",N4"Solid-36694+135.3 +96,6 CalmVat-36693 FullVent-36696 -1353 .965 Uple4(Nundeum) IT, Shpla Solid-36694 +135.3 +96.6 C.WV.r-36695 FullVau-36696 -041.6 101.1 Qud4(Nmolemn)16"Nwb +101.5Solid-36797 Vested-36798 -. -1025 -72.5 Qued4(Mumiaum)lV,5hpim +126.8 +101.5 +725 Solid-36797 Ventd-36798 -132.8 -106.2 -75.9 DumbuiJtDoub1o6(Alun in=)12",Naffs +133S +106.8 +763 Solld-36782 Vented-36783 -1335 -106.8 -76.3 Ihuabu0tDm61e6(Numieum)I2", Smpin +133.5 +106.8 +763 Solid-36782 Vented-36783 -177.0 -141.6' -101.1 Du .UI dple4(Ahuoinum)12",Neils +133.5 +106.8 +763 solid-36687 Cm=Ven1-36688 -133.5 -106.8 -76.3 FOII V.t.36689 Dmnbullt Tdple4 (Aluminum)IT.",Staples +133.5 +106.8 +763 Solid-36687 -177.0 -141.6 -101.1 Center Vent-36688 FullVat-36689 .013T4(Al.io.)12",Nell' Solid-3W(S +115.7 +97-6 +66.1. CatmVent.36769 Vatd-36770 -115.7 -92.6 ' -66.1 .013 T4 (Numio�) I Y,Smples solid-36769 +115.7 .t92.6 +66.1. CAmnVat-36769 Vented-36770 -177.0 '441.6 -101.1 Beedod(Vinyl) 7",NOS +206.6 +165.3 +118.1 Solid-157 Vatd-I58 -104.0 -832 -59A Beaded (Vinyl) 7", Siepin +206.6 +1 653 +118.1 Solid-157 Vented-158 -123.9 -99.2 -70.8 Dou6k5Stmdmd(Vinyl)l0",Noils +206.6 +165.3 +118.1 Solid-144 V.W-145 .72.8 -583 41.6 Double 5 Simdmd (Vinyl)10", Shpla +206.6 +1653 +118.1 Solid-144 Vented-I45 -86.8 -69A -49.6 Dwbla5PreMmn(VW'I) 10",Na113 +2273 +181.8 +129.9 Solid-140 Vemrd-141 -80.1 -64.1 45.8 Dmbie3 Pmnium (V1ny010",Stopla +227.3 +181.8 +129.9 Solid -140 Valid-141 -95.4 -763 -543 Tdplo4 (VInyl)lT',Naih Solid-230 +196.3 +157.0 +1122 Cmtm Vent -MI FollVat-232 -57.7 46.1 -32.9 Ttipla4 (V6ry1)12", Smpla Solid-230 +1963 +I57.0 +1122 CmtmVmt-Ml Fu11Vent-242 -68.7 -54.9 -39.2 THymt Tdple3lG,(Vinyl)IV,NOils +227.3 +191.8 +129.9 Solid 133 Mdd=Vmt-I34 -80.1 -64.1 TrhmtT1ip1e31I1,(V60•l) IV Stoploe +227.3 +181.8 +129.9 Solid.133 Hiddm Vmt-134 . -95.4 A63 -545 DOmOS that gowith ft table awE OB Sheell oft DESIGNPRESSIRTES LISTED INTABLES AREBASED ON COMPARATIVE AND RATIONAL ANALYSES DONEDIHRPROIECT 17090009 AND ARE INCONFORMANCE WIIHTHB 2017 FLORIDABUI DING CODEAND THE 2017FWPJDA RP.SIDENTIAL. CODE. FASTENERS /N EACN NA//- HEM RRE ROOFING NAILS WAIN //o J//Aovkr AND Sr"o NEACS''dR STAPLES WiT(/ LONG LEGS AND / (/9 GAGE) 0, SEE TAALE I T/MQER - ' FRAMANC- FASCIA ,,AA ) j6 yXl}R 2Xif NeeO FASCIA,. AAAAp ..I: '1 aoA,Po WALL .. I :•1/ TAPCeNJ NLec/( FAJC/A I TRAM 'SOFFIT "TorP/r .WooOJ OR, 'SOFF'!T / 'F SE'L TAMES ju CNANNELJ 'PAATLMERJrrygf/NC M LTA SEf TAALfS I�eNANNEL WITN cAAC MAJONA SAME Al Ar FAJO/A TA%M Nq RO£NEb uT'AR J7.04 AI.OeR WA" SAYE WIOT NAILS 0.097 /�X-F4 LONG ERVE WIO7N ALTERNATE WALL aETMt ' SEE TABLES �/ @ 24MAXIMYM SPACING SEC 7q R1. NOT To SCALE SOF ITS W/TN MASONRY 'eLaCl( WALLS NOT To SCgL.& - FASTENERS AP EACN NAIL T%MR¢R FRAMAN • NLM L/TN6R /yNLONG ' 1900F%N6 NAILS WITNsno � fAR'Nep1J FAT LA CM NA)L REM G/TNEA %£ LNN6 JNANNJ AND 3�A r�IIG D3 // AOAFINC - NA/Li WIrN"� SNAN1yt OR STAPLES ,l ANO m'NLAOJ; OR N LONG LEGS ANF U6 GACFJ A s£r BOX NAIL STAPLES WITN -'I t ONG LeeJ ANO LC9 J TAQL (iS RAd X2 " ,Va �A TIMBER EOM,NA/4 SEE TA4LE5 r .FRAMING -- FASC%A • BOARa , /XE � THE 2017 FLORIDA HORDING CODE IN SECTION 1609.1 AND THE 2017 FLORIDA RESIDENTIAL CODEIN SECTIONR703.1 DIRECILYMANDATE THAT THEDESION WIND PRESSURES ON SOFFITS ARE TO BE71M SAb1EASTHEADJOINING WALLS. 1c, WHERE SHORT SPAN AND' LONG SPAN TABLES OVERLAP, THE LOWER VALUES GOVERN AND SHOULDBEUSED ININSTALLATIONDESIGNS. FAO/A- TAIM W,JeNAN{NeL ZEE TANI4 rlEp SAMS AS AT FASCIA S OFF/T IANTN W D FRAMEb WALL OT TO SCA SOFFIT tvry RooF PRAMlNG ,NOT To SCALE I COT- 20/7 . F L-aylbi ALLOWABLE DESIGN WIND PRESSURES IN PSF LONG SPAN TABLE VARIFORM EAVE WIDTH ININCHES 12" 15" .IS' 210 24" SOFFIT TYPE Double 6(Aluminum) 12", Nails +288 +170.4 +112.5 +79.8 +593 Solid-36780 Vented-36781 -275.3 .-162.9 -107.6 -76.3 -56.9 Doubla6(Aluminum)12",Staple, +288 +I70.4 +112.5 +79.8 +59.5' Solid-36780 Vented-36781 -275.3 -162.9 -107.6 -763 -56.9 Triple4 (Aluminum) 12^,Neils Solid-36694 +288 +170.4 +I12.5 +79.8 +59.5 CentroVmt-36695 FollVret-36696 -275.3 -162.9 -107.6 -76.3 .56.9 Triple4 (Aluminum) IT'. Staples Solid- +288 +170A +112.5 +79.8 +59.5 36694C wVnu-36695 Fd Vent.36696 -275.3 -162.9 -107.6 -76.3 -56.9 Qua14(A1rw1aum)IV,NNb +216.0 +127.8 +84A +59.8 +44.6 Solid-36797 Ventd-36798 -206.5 -1222 -SD.7 -572 -42.7 Qua44(Aheru m)16",Staples +216.0 +127.8 +84.4 +59.8 +44.6 Solid-36797 Vented-36798 -206.5 -1222 -80.7 -572 42.7 Dambuilt Double 6(Aluduom) 12-, Nails +227.3 +134.5 +88.8 +63.0 +47.0 Solid-36782 Vmted-36783 -217.4 -128.6 1 -84.9 -60.2 1 44.9 Dmabubr Double 6(Aluminua) 12", Staples +2273 +134.5 +88.8 +63.0 +47.0 Solid-36782 Veined-36783 -217.4 -128.6 -94.9 -602 44.9 DiuoboiltWple4 (AluadnuntiM Nails +2273 +134.5 +88.8 +63.0 +47.0 Solid-36687 r terVent-36688 -217.4 -128.6- -94.9 -60.2 44.9 PullVent-36689 ' Dumbuill Tdple4(Aluadmmms)12',Staples +2273 +134.5 +88.8 +63.0 +47.0 Solid-36687 -217A -128.6 -94.9 -602 44.9 Cerra Vmt-36688 Fu➢Vmt-36689 .013 T4(Aiumimm) 12". Nulls Solid�6768 +197.1 +116.6 +77.0 +54.6 +40.7 Centc,,Vmt-36769 Vmted-36T70 -188.4 -111.5 -73.6 -522 -38.2 .013 To(Alumiawn) 12", Staples Sn11486768 +197.1 +116.6 +77.0 +54.6 +40.7 Cana Vine-36769 V.W-36770 -188.4 -I11.5 -73.6 1 -522 -38.2 Beaded (Vinyl)7",Nails +427.6 +253.0 +167.0 +IISA +883 Solid-157 Veined-158 -95.9 -73.7 -59.9 -503 -43.6 Beaded(vmA)r.stapla ' +427.6 +253.0 +167.0 +IISA +883 Solid-157 Vmtd-158' -99.2 --76.3 -62.0 52.2 45.1 Double9 Slmdmd ryinyl)10^,Nails +2993 +177.1 +116.9 +82.9 +61.8 Solid-l44 Vented-145 -67.1 -51.6 41.9 -35.3 -305' Double 5 Standard (Vinyl) 10'. Staples +299.3 +177.1 +116.9 +82.9 +61.8 Solid-144 Ventd-M -69.4 -53A 43.4 -36.5 -31.5 Double 5 Premium(Vinyl) 10",Ndls 3292 +194.8 +128.6 +91.2 +68.0 Solid -140 Vented-141 -73.8 -56.9 46.1 -38.8 -33.6 Double 5 PraNum(Vinyl) IV, Staples 319.2 +194.8 +128.6 +91:2 +68.0 So➢d-14OVmtd-141 -763 -58.7 47.7 40.2. -34.7 Trip1c4 (VmyQl2',NaOv Solid-230 +236.9 +1402 +92.6 +65.6 +49.0 CraterVent-231 FuUVatl-232 -53.1 40.9 -332 -28.0 -24.1 TNpie4(V694)12^,Smpla Solid-230 +236.9 +1402 +92.6 +65.6 +49.0- CenterVent-231 FuOVmt-232 .54.9 42.3 -343 .28.9 -25.0 IIivmll'u, 310,(Vew) In-, None 1 3292 +194.8 +128.6 1 +91.2 +68.0 Solid 133 Md. Vent-134 1 .73.9 .56.8 46.1 J8.8 .33.6 'Divml thine 315,(Vmyi) 10'. Smplas 1 329.2 +194.8 +128.6 +91.2 +68.0 Solid-133 Hidden Vent-134 1 .76.3 -58.7 47.7 40.2 -34.7 Details thus go with this table are foand onSheetl oft LEGEND Double 6low "V" Diseases every 6" autos) width, end mohpanelu 12" wide. Triple orT4has "V" grooves every raaose w)dth, and eeehPanel is 12"wide. Quad4 has "V" gtoovm evesy4" eaosswidtb, . and enchpanel it 16"witim Beaded ?" low "V" grooves mray7" amss width, . andenchpaaella 7" wide. Double 5 bna uV" grooves every 5" ¢muss width, andeschpmel b ]0" wide. Trip1e3 V3 has W"gro0vm every Mir ocrosswicith,andenchpamelis Weida. D12 BATTENS_ ATTACHE() TO EACH FRAAING Menr4R Wym ASN a WOOD SCREWS VNRIFORM -� SOFFIT,Jee M.LTI4AAN TABLE ALLOWABLE DESIGN WIND PRESSURES IN PSF MULTI SPAN TABLE(EXTERIOR CEILINGS VAREFORM SOFFIT TYPE 9eoded(VIoy07",Nods +/-629 Solid-157 Vmted-158 ' Handed (Viey07', Sleples +/.62.9 Solid-157 VentM-158 Double5Simdmd(VmyQ10^,NoOs +/-44.0 Solid-144 vente1-145 Double 5 Standard (Vug010",Staples +/44,0 Solid-144 Vented-149 Detours 14amium(VInyo 10',Nails +/-0&4 ' Solid'-140 Vatted-141 Doubles Formbas(Vinyl)IV, Staples +/-08.4 Solid-140 Vented. 141 7NvmtTHple3113,(Vinyl) 10",Nails w48A Solid 133 Hidden Vent-IM TdventTriple3 In NiaYU 10", Smplu +/-49A Solid-133 HiddeaVent-Im Triple (Vinyl) IT', Nails +/-34.9 Solid -MO CentaVent-231 FWIVent-232 Trip1e4 01vyl)12", Sbryles .W-34.9 Solid-230 Ada Vent-231 Fu➢Vent-232 ThedemOfoe lhistablea emson Sheet2of2 FRAME MAAIM014 J.� LONG Nz,or NC NAILAA OR SS-ArLLS W/rN m-mc LECSH7fvoi; GA GE)0 AN EAe NAIL HEH LL SoFFJT FOR WIPE EA VMS ANo EA'TERJOR GEJL/d. r Jvor To "t'c,4LE HR Englneering, Inc. II DA7e3o Aucua 3oi CU6I0?VARI FORM BP A rRFCVES No. 19354 p�C3i.`0 R 11.:'G ����9SJOlNA1-te,'aO' /L4.o ee4A� Lumber design values are in accordance with ANSI/TPI 1 section 6.3 ,T4gsetrugs designs rely on lumber values established by others. RE: Site Information: Customer Info: Tiffany Homes Project Name: Waterstone Model: Kiosks Lot/Block: - Subdivision: - Address: - City: Melbourne State: FL MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610.4115 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: FBC2017/TP12014 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18685158 A01GR 11/18/19 2 T18685159 A02 11/18/19 3 T18685160 HJ5 11/18/19 4 T18685161 Jt 11/18/19 5 T18685162 J3 11/18/19 6 T18685163 J5 11/18/19 SCANNED S( CuCie cou.ty 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: Finn,, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification W that the engineer named is licensed in the judsdiction(s) identified and that the 0i designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were FILE given to MiTek or TRENCO. Any project specific Information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY ,CER tP r 'P EN`Sl�'L�,,�: No 22839 :q �:• STATE OF "41 ,aC?.� preparation of these designs. MiTek or TRENCO has not independently verified the Walter P. FT6A Pi NOA839 applicability of the design parameters or the designs for any particular building. Before use, MITek USA Inc. FL Can 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: November 18,2019 Finn, Walter 1 of 1 Job r' Truss Truss Type OtY Ply T78685158 2152443 A01GR Hip Ginter 8 7 Job Reference (optional) Builders FustSource (Foil Pierce), Fod Pierce, FL - 34945. 8.240 s JW 14 2019 MTek Intlustnes, Inc. Mon Nov 18 1229:10 2019 Scale=1:23.2 5.00 12 axe 45 = 2.4 II 10 4x6 = 2x4 II 4x6 0.48 aan I IRO F 12-7-8 1&Oa Plate Offsets (X Y)-- f2:0-54 0-1-101 15:0-5-1 04.101 LOADING (psf) SPACING. 2-0-0 CSI. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 0.04 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 FH -0.08 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 0.02 5 Na Na BCDL 10.0 Code FBC2017/TPI2014 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=93810-3-0, 5=938/0-3-0 Max Uplift 2=-704(LC 7), 5=-704(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1808/1224, 3-4=-161811210, 4-5=-1808/1224 BOT CHORD 2-8=-991/1603, 7-8=-993/1618, 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 pur ins. 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=4.2psf; BCDL=5.Opsf; h=128; Cat. II; Exp D; Open, GCpi=0.00; C-C Extedor(2) -0.7-8 to 2.4-8, Interior(l) 2-4-8 to 5-0-0, Exterior(2) 5-0-0 to 12-2-15, Interior(l) 12-2-15 to 13-7-8: Lumber DOL=1.60 plate grip DOL=1.60 .3) Provide adequate drainage to prevent water pounding. 4) This truss has been designed for a 10.0 pat bottom chord rive load nonconcurrenl 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-M 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 704 lb uplift at joint 2 and 7041b uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down and 164 lb up at 5-0-0, and 681b down and 631b up at 6-6-0, and 211 Ib down and 164 lb up at 8-" on top chard, and 112 lb down and 40 lb up at 5-0-0. and 471b down and 17 lb up at 6-8-0, and 112 to down and 40111 up at 7-11-4 on bottom chord. The designtselection 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 __Unifoun7o�lta s (plf)— __. _ —�___— _-- ._ _ `___ ___.__— Vert: 13=-70, 3-4=-70, 4-6=-70, 2-5=-20 Concentrated Loads (lb) ___._.—_Vert.3=-.164(F.).4=-164(F).8=-94(F) 7— 94(Ic) 9=-68(F).10=-39(F)__—_--_—_._ ——Wdle�:Rnn PE Nc32939------ MBek USA, lmcFL Ced 6634 6904Parke East Blvd. Tampa FL 33610 Date: November 18,2019 Truss Truss Type CRY Ply T78685159 2152443 A02 Common 24 1 Job Reference o imal owiaers nrslaource Iron nerve), ron 1.... 11-a4ago, a.z4USJw14zuivmjieKmausmes,mc. monrvov1a1z29:1U2U19 raoel 2 d 5.00 12 3xa 416 = A 6 as II 3xe Seale = 1:22.8 4 P4-S 6.6-0 I 12-7-8 1300 a.1.a a Plate Offsets (X,Y)-- f2:0-3-1,0-1-81.14:0-3-10-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.03 2-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.63 Vert(CT) -0.05 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 4 n/a rda BCDL 10.0 Code FBC2017/TP12014 MatrixS Weight: 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=626(0-3-0, 4=626/0-3-0 Max Uplift 2=534(LC 7). 4=-534(LC 7) FORCES. (lb) - Max. GompJMax. Ten. -AU forces 250 (Ib) or less except when shown. TOP CHORD 2.3---943/720, 3-4=-94ar720 BOT CHORD 2-6=-498(788, 45=-498/788 WEBS 3-6=41/335 NOTES- -1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDIs4.2psf; BCDL=S.Opsf; h=12ft; Cat. II; Exp D; Open, GCpi=0.00; C-C Gomer(3) -0.7-8 to 2-4-8, Extedor(2) 24-8 to 6.6-0. Comer(3) 6-" to 95-0, Extedor(2) 9-6-0 to 13-75; Lumber DOL=1.60 plate gdp DOL=1.60 •3) This truss has been designed for a 10.0 psf bottom chord live lead 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 534 lb uplift at joint 2 and 5S4 lb uplift at joint 4. -- WaRarP:FhhPENd.22839---_-" IA'Tek USA, Inc. FL Cert SSM 69UParke East Sint. Tampa FL 31610 Date: November 18,2019 Job ' f Tnss Ory Ply T78685160 2152443 HJ5 �Tnmt;Type Diagonal Hip Gilder 12 1 Job Reference o tional Builders FlrstSource (Fort Flame), ton t'leraa. FL-3 tf4b, 5.240 SJul 14 ZU19 MIIeir UWustres, Inc. Mon NOV It! 12:29.11 2019 rage 1 ID:oPC)(bFFZMUI)(nB7KgbeuNlyJdnq.HdeUP34_duAFFDx1y7ZP1?dmSBUL30e1SuxycOyHy46 -0-10-10 3-93 6-11-6 b10-10 3-9.3 32-2 10 12 3x4 = 3.5,t F12 11 13 3 4 Scale=1:15.1 ' 0-5-11 ' 6-5-11 LOADING (psi) SPACING- 2-M CSI. DEFL in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.B6 Vert(LL) 0.10 4-9 >842 240 MT20 2441190 TCDL 15.0 LumberDOL 1.25 BC 0.52 Vert(CT) -0.18 4-9 >464 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 3 nfa rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib(size) 3=195TNIechanical, 4=83/10echanical, 2=40310-4-4 Max Hoiz 2=236(LC 7) Max Uplift 3=-275(LC 7), 4=-1 B(LC 7), 2=-375(LC 7) Max Gmv 3=195(LC 1), 4=122(LC 3), 2=403(LC'1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 o , puriins. Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL-5.Opsf; h=12h; Cat. II; Exp D; Open, GCpi=0.00; C-C Comer(3) -0-10.10 to 3-4-5, Exterior(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 psf bottom chord live load nonconcurent 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-" 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) or truss to bearing plate capable of withstanding 275 lb uplift at joint 3,18 Ib uplift at joint 4 and 375 Ito uplift at joint 2. 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 lb up at 44-0, and 271b down and 1 lb up at 4-0-0 on top chord, and at 1-6-1, at 1-6-1, and 14 lb down at 4-4-0, and 14 lb down at 4-4-0 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: 1-3=-70, 4-5=-20 "-"�"WiReiP:Finn PENo22839 _—"-- - MTek USA, Ina FL Can U34 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2019 AWARNING-Verity ReslBnperameleno dREADNOTESONWISANDNCLUDEDMNEKBEFEBANCEPAGEN0.74M...16WfiDIsBEFOBEUSE R Design valid foruseonlywit, Mdek®connectors.lhisdeignB band onlyupon parametersshown. and b for onindividual balding component. not q■ a Mun system. Before use Me Wrong designer must verify me applicability, of design Ixlrometare and property in :croordfe this deign into me overall bluld'mgdesign.&dcing indicated Ls to prevent buckling of inclWiduol truAweb oncuor chord members only. Acciionaltemporaryondpernonentbracing Is always required for statility, and to prevent collapse vrim poss'ole persona) injury and property damage. For general guidance regarding the MiTek' fabrication. storage. delivery. erection and bracing of trtmr s and Miss system& twAfftitT 1 Qun Cf eA. DSB49 m d BC3l MAdIng ComponNO 6904 peke East BN1 Sdety Womalfor dJoNe from Truss Rate lasmute. 218 N. Lee Street. Suite 312 MOxOndna, VA 22 14, Tampa, FL M610 Job ' I Truss Truss Type Ory PiI T18685161 2152443 J1 Jack -Open 24 1 Job Reference (optional) Builders FirstSource (Fort Pierre), FOd Fleas, FL - 34945, 8.240 S Jul 14 2019 MIT& Industries, Inc. Mon Nov 1812:29:12 2019 Page 1 ID:oPCXbFFZMUIXnB7KgbeuYlyJdnq-IpCtcP4cNC16tNW DY4eaC97ZYyboTuRhYgW8gyHy45 -0-7-8 1-0.0 8 I 1.0.0 s nI Scale =1:6.5 3 I1 rl 5.00 12 2 w d o 2x4 = LOADING lost) SPACING- 2-0.0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017yrP12014 Matrix-P Weight: 4lb 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 BOTCHORD Rigid ceiling directly applied or 10-0-0oo bracing. REACTIONS. (lb/size) 3=181Mmhar ical, 4=10/Mechanical, 2=104/0-3-0 Max Hors 2=62(LC 7) Max Uplift 3=-29(LC 7), 2- 102(LC 7) Max Grav 3=18(LC 1). 4=19(LC 3). 2=11M(LC 1) FORCES. (lb) -Max. ConnpJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=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); 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 29 lb uplift at joint 3 and 102 It, uplift at joint 2. -" - -Walter P.--Finn PE N612939--'-" V1Bek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 18,2019 ® wMMNG-Verify dr Neri peremelem errsf READ NOTES ON MMMD INCLUDED UMEK FEEENANCE PAGE McL7479mV. 1dAYfo15 BEFORE USE Design volid for use only with M9elsasconnectors. This design b based only Won parameters shown, and is for an individual budding component, not a thus system. Before use. the building designer must verify the applicability of design parameters and properly McciWate this design into Me overall buld'igdesgn.&otlngindicoted6tobucklingofintlMduamasweband/or chord membersoNy. Additional temporary and petmanentbrocng MOW prevent Is always required for stability and to prevent collapse v th possible personal Nary and property damage. For general guidance regarding Me fabdcatiorn storage, delivery, erection and bracng of }tosses and truss systems. soeANSVIPII Qucdlty Cdteib, DS349 and SCSI Biadklp Component 6904 Parke East Blvd. Welly INerrrlaNmnvGOable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type OtY plyT18685162 2152443 J3 Jack -Open 24 1 Job Reference tiara) Builders FiistSOurce (Fort Pierce), Fan Pierce, FL - 34945, 2 2,,4 = 5.00 12 8.240 s Jul 14 2019 MiiTek Industries, Inc. Man Nov 1812:29:12 2019 Page 1 ID:oPCXbFFZMUlXnB7KgbeuYlyJdng4pCtcP4cNC16tNW DVi4nC96wYXLOTURhYgW8gyHy45 3 4 Scale=1:10.8 ' 04.8 ' 2-7-8 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) Vdefl lud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(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 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hon(CT) -0.00 3 n/a n/a BCDL 10.0 Code F13C2017/rP12014 Matdx-P Weight: lO lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purims. GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. REACTIONS. (lb/size) 3=91/Mechaniml, 2=186/0-3-0, 4=28/Mechanical Max Horz 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(L) 3) FORCES. (ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: -ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF, 8CDL=5.0psf; h=128; Cat. II; Exp D; Open, GCpi=0.00; C-C Exterior(2) -0-7-8 to 2-4-8, Intedor(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 chord We 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 gucler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Its uplift at joint 3 and 150 lb uplift at joint 2. - MTek USA Inc. FL Cad 6634 6934Parke East Blvd. Tampa FL33810 Date: November 18,2019 �WARNNG-Veritydesi9nparamerers4nd REAONOTES ONTNI MDNCLUOEOMWE REFERANCEPAGEM674M.re.. 1M1N.Y2afSBEFOREUSE **- De9gnvoliOforuseonlywim MBelSconnectors. ihisdeslgnisbosed only upon parameters 4fown.and @foronindividual building component. not F�YF71■i7 o truss system. Before use, me buadng de4gner must verity me cpplicabdiryof design parameters and properly Ouorporate ims design into the overall building design. Bracing indicated Is to prevent bucking Of'aidMdual truss web and/or chord members Only. Additional temporary and permanent on Cng is always required for stcbtny anal to prevent collapse wim possible personal injury antl property damage, Far general guidance regarding the Welk' fabrication. Storage, delivery, erection Oros bracing of trusses and truss Systems sooANSI/IPN Quo I;RMO, D5049 mitl 501 BWtlktp Component 69a4 Palle East Bird. SafNy Ildomnartionavoloul6 from Tess Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. tamps, FL 33610 Job ' ' Thus Truss Type Qty Ply T18685163 2152443 JS Jack -Open 18 1 Job Reference o gonal emiaers rlrstsource Iron rierce), con rleMB, rL -' U4>, a.z4u s uw 14 zma Mi Iex mauslneS, Inc. Mon wav 1a reze:ia zU1s rage r ID:oPC%bFFZMUIXnB7KgbeuYlyJdnq.DOmFg15ESW QzVX5Q30bt6QiD4xDYXw8awC,Q3gHyHy44 -0-743 5s0.0 ad ' Scale=1:14.9 3 5.00 FIT I� 1 2 ll 4 zx4 = ' 03-8 ' 4-7-8 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.03 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 028 Vert(CT) -0.05 4-9 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-04) cc pudins. 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=291l0-3-0, 4=59/Mechanical Max Holz 2=214(LC 7) Max Uplift 3= 190(LC 7). 2=-214(LC 7), 4=-13(LC 7) Max Grav 3=138(LC 1), 2=291(LC 1), 4=87(LC 3) FORCES. (to) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL>7.2psf; BCDL=5.Opsh h=128; Cat. 11; Exp D; Open, GCpi=0.00; C-C Extedor(2) -0-7-8 to 2-4-8. Inte for(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 psf 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-" tall by 2-M 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 190 lb uplift at joint 3, 214 lb uplift at joint 2 and 13 lb uplift at joint 4. MTek USA, Inc. R. Ced 6634 9904 Parke East ENd.Tampa FL 33610 Dale: November 18,2019 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORiENTATI i 1 3/' Center plate on join 4 offsets are indicated - nless x, y 6-4-8 dimensions shown in ft-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury 9 � ry Dimensions are in ft-i sixteenths. Apply plates to both i Ides of truss 1 2 3 1. Additional stability bracing for buss system, e.g. and fully embed tee TOP CHORDS diagonal or X-bracing, Is always required. See SCSI. 1 cl-z cza 2. Truss bracing must be designed by on engineer. For O WEBS by 4 wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor c 0 bracing should be considered. O u O3. loading a- 01 U Never exceed the design shown and never stack materials on Inadequately braced trusses. 0- 4. Provide copies of this truss design to the building For 4 x 2 orientation, cate oes cva co-z cse BOTTOM.CHORDS designer, erection supervisor, property owner and all other interested parties. plat0- /O from out I e 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 i ie JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE joint and embed fully. Knots'ond wane at joint required direction of s 6ts In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI I' connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available In M k 20/20, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord kith 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 i 9. Unless expressly noted, this design is riot applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is 4 x 4 width measured perpendicular a plate ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consitlerdUon antl h the responsibility of truss fabricator. General practice is to to slots. Second dim slop Is ER-3907. ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. , the length parallel to lots. 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 Indicated by symbol by text In the bracing own and/or ectlon of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects. equal to or better ihaq that specified. 13. Top chords must be sheathed or pudins provided of output. Use T or I brac ng spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at loft. spacing. section 6.3 These truss designs rely on lumber values or less, if no ceiling is InstaVed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location whore bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Ica s vary but © 2012 MITek® All Rights Reserved approval of an engineer. reaction section Indlao ites joint number where bearIr ii Is occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for c r ishing only. _� 8 18. use of teen or treated jumper may I p g y pose unacceptable environmental, health or performance risks. Consult with Industry Standards:project engineer before use. I ANSI/TPI l : National Design Specificationi for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Trus Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing I Is not sufficient. BCSI: Building Component Safety I lbrifiction, M k 20. Design assumes manufacture in accordance Wth Guide to Good Practice for andling, iTe ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Date Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 C-3 A-1 SCANNED BY St. Lucie County 12 CAUTIONM 5 DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND TYP. END BSCM1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, DO SIONGLEG, ETC.) 5E ALL INTERIOR BEARING WALLS MUST BE N PLACE PRIOR TO TRUSSES. " REFER REFER TO lb FINAL ENGINE 41 SHEETS MR THE FOLLOWING.. 1) NUMBER OF GIRDER PLIES AND —=II RARING SCHEDULE. II 2) BEARING BLOCK REOUIREMENfG. }' ',r(.EIVED 0) WAS DETAILS RF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Net Be Accepted io.,r._/ o p 1J19 Regardless of Fault Without Prior Notification By Customer Within ae House And Investigation By `OU nt Y. �Ci'R'Iltting Builders FirstSoume. - . - NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Perrranset Bracing, And Calling And Root Diaphragm Connections. ED F F IRTIFFANY HOMES �EV9EW ��2p� COMP LI LUCaE ^C/'O P WATERSTONE MO MAIL KIOSKS LOTI BLOCK: - BOCv CITY: MELBOURNE COUNTY BREVARD DRAWN Br: .Ic LYk2Sl1F9 ROOF LOADING TCLI 20 PSF TCDL• 15 PSF BCDL• 10 PSF TOTAL: W PSF DURATION: 135 HANGER LEGEND IIDAlE 11113119 SCILLE: NTS '.ALL 2a HANGERS SHOWN ARE HiU26 UNLESS NOTED OTHERWISE '-ALL d#FLOOR HANGERS SHOWN ARE HHUS46 REWSIONS: PSF TCLI PSF TCDL PSF BCDL• PSF TOTAL: PSF DURATION: Returned Before Fabrication WN -gin. For Your Protestant Check All mensions And Confi4ons Prior To Approval Of Plan. HAVE 701 S. KINGS HIGHWAY FORT PIECE, FL 3491.5 Ph. IT72)-4615475