Loading...
HomeMy WebLinkAboutMITEK - ENGINEERINGLumber design valuEs are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: EDEN_MODEL - MiTek USA, Inc. Site Information: LTampa,FR�&6-18f pCustomer Info: K Hovnanian Homes Project Name: WS0001 Model: Eden-B Lot/Block: 1 Subdivision: Waterstone Address: 5226 Armina Place,. OV 0 4 :'0--9City: Fort Pierce State: FL rig c t earnName Address and License # of Structural Engineer of Record, If there is one 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: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 22 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. 1 2 3 4 5 6 7 8 9 10 11 12 14 15 16 17 18 19 20 21 22 Seal# T18473448 T18473449 T18473450 T18473451 T18473452 T18473453 T18473454 T18473455 T18473456 T18473457 T18473458 T18473459 T18473460 T18473461 T18473462 T18473463 T18473464 T18473465 T18473466 T18473467 T18473468 T18473469 Truss Name Date CJ1 CJ3 CJ5 CJ7 EJ7 EJ8 HJS T02 T05 T06 T07 T08 T09 T09B T110 T12 T13 V03 VO4 V05 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 - Plant City. Truss Design Engineer's Name: Velez, Joaquin = *: My license renewal date for the state of Florida is February 28, 2021. = =-n:. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI(TPI 1. These designs are based upon parameters shown, (e.g., loads, supports, dimensions, shapes and design codes), which were — 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 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 verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. IiiN 4rq���,i •E SF. 1 ''. B 2 TE OF :41/ tRIQp Welt u Inc.'L rt 6634 6904 Ni Fes[ BI . Tampa FL 33610 Date: October 24,2019 Velez, Joaquin 1 of 1 Truss us Trs Type OtY PlyT18473448 N_MODEL LE CJ1 Comer Jack 6 1 Jab Reference o tional Builders First Source, rlam ury, I-L- aeaoo, o.xnu b our ry 4a i ID:ts671OCZ21 Eg4xvrhYAIX3yhPJt- 2x4 = ST1.5x8 STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2 >999 240 Trot.7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BOLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P ,LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift 3=-8(LC 1), 2=-83(LC 8) Max Gmv 3=17(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib),or less except when shown. k Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 5In FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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-" 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 1001b uplift at joint(s) 3, 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 fATek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q WARNING.Verffxdesl9npar4metersand READNOTES ON 7NISANDUIGLUDEDUfIEKREFERANCEPAGEUX747arev. fo Ua20156EFORE USE Design valid for use only w1m MRek® connectors. this design Is board only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual hussweb 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 fabricatton storage. delivery, erection and bracing of hums and Muss systems. W.ANSVrpll QuelMv CdMdo, DSB4e and BCSI Mdhp Component 69N Parke East BW. Safety NformatblWoilcble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria VA 22 14. Tampa, FL 33610 Jab Truss Type Oty Ply r r T18473449 EDEN MODEL TCJ3s Comer Jack 6 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 = STP= 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:34 2019 Page 1 IDds67IOCZ21 Eg4xvmYAIX3yhPJl-UHcpHOQf6pbSz7LuZPJ EOIEGHYDzDOkBHlpdkjyODC7 Scale = 1:10.8 Plate Offsets (X Y)-- f2:0-1-14 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(ILL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 24 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Ho¢ 2=68(LC 12) Max Uplift 3=-49(LC 12), 2=788(LC 8) Max Grav 3=52(LC 1). 2=187(LC 1), 4=52(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING-. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; SCDL=3.0pst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-11-4 zone; cantilever left and fight exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 3, 2. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 ®wARNiNG-Vedlydesfgnpsmmeters and REi1DNOWS ON TNISAND INCLUDED MREKREFERANCEPAGEM➢-74Tamv. 101=2015BEFORE USE Design valid for use only with MRek®conneciors. This designs bosad only upon porametersshown, and Is for an Individual bullding component, not a truss system. Before use, fine building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall buiidingdodgn, BraoingIndicatedIstopreventbuckiingofind'Nlduclbussweband/orchordmembersonly. Additional temporary and papoanentbracing MiTeW Is always required for stability and to prevent collopse with possliele personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and buss systems, seeANSIMII Quay Criteria. DSB49 and SCSI Building Component 6901 Parke East Blvd. Safety klfemmBan ivallabie from Two Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply • T18473450 EDEN MODEL CJS Comer Jack 6 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 = ST1.Sx8 STP 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:35 2019 Page 1 IDds671OCZ21 Eg4wrhYAIX3yhPJt.yTABUMRHt711bHw466gTy4nNLyXByt_H W PZAG9yODC6 5-0-0 5.0.0 Scale=1:15.8 Plate Offsets (X,Y)-- f2:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 171to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2X4.SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Hors 2=104(LC 12) Max Uplift 3=-95(LC 12), 2=-93(LC 8) Max Grav 3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurmnt 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, 2. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q WARNING-VeNtydes/gOp...eM..dREADNOTES ON MMANDINCLUDWMREKREFERANCEPAGEM674m . leDY2015 BEFORE USE Deslgn valid for use only wif MITeIyS) connectors, rhis design Is based only upon parameters shown, and Is for an Individual building component, not a hues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ihls design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual puss web and/or chord members only. Additional temporary and permonentbrocing MiTek' k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobticallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIt Quality Cril D36-69 and IIC616a6dby Component 6904 Parke East Blvd. Safety mformalbnavcilable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 2231 A. Tampa. FL 3361 D Job Truss Type pryplyT18473451 FGJ7 EDEN_MODEL Comer Jack 2 1 Job Reference a tional Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:36 2019 Page 1 IDds67IOCZ21 Eg4xvrhYAIX3yhPJt-Rfk2iiSveOr9CRVGggUV IJUXMgxhKEOk2ljpbyODC5 -1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:19.8 3%4 — ST1.5x8 STP = Plate Offsets (X Y)-- f2:0-0-10 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.11 2-4 >741 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.48 Verl -0.18 2-4 >431 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 231b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-120(LC 12), 2=-106(LC 12) Max Grav 3=159(LC 1), 2=324(LC 1).4=121(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15N; Cat. II; Exp B; Encl., GCpi=0.18; Ml (envelope) and C-C Exterior(2) -1-M to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par 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 fall 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 100lb uplift at joints) except 611=11b) 3=120, 2=106. - 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 fillTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 OWARNING-VerUrdesrgaparamehraimd READ NOTES ON TN/SAND INCLUDED hUTEKREF ,LsNCEPAGENA747Jmx. faNarzp15BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an indly dual building component, not a truss system. Before use, the building designer must veil the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indNldual muss web and/or chord members ony. Additional temporary and permanent bracing MiTek' e always required for stability and to prevent collapse with possible personal Injury and property domoge. For general guidance regarding the fabrication, storage. delil erection and bracing of musses and truss systems seeAhl lytPtt Quall CRerdo, DSB49 and BCSI Boedhp Component 690,1 Palle East Blvd. Safety Infoenallonc Sale from Muss Rote Imiffu e. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T18473452 EDEN_MODEL EJ7 Jack -Open 12 1 Jab Reference (opionag Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:37 2019 Page 1 1D:ts671OC721 Eq4"rhYAIX3yhPJI-vsIxv2TXPkzOgb4TEXsx2VsfHm9AGnUazi2HL2yODC4 -1-0-0 7-0-0 1.0-0 7-0-0 Scale=1:19.8 3x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vast] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) 0.11 2-4 >741 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.18 2-4 >431 180 BCLL 0.0 ' Rep Stress ]nor YES WE 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017ITP12014 Matnx-SH Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-120(LC 12), 2=-106(LC 12) Max Grav 3=15%LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; CaLJI; Elm B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intedor(1) 2-M to 6-114 zone; cantilever left and right exposed ;end vertical left and fight exposed;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent 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-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 100 Ib uplift at joint(s) except 01=11s) 3=120,2=106. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33010 Date: October 24,2019 ,&WARNING- Vedlydoeanpmametersand READNOTES ON TR/SANU INCLUDED Mnnacf? ERANCEPAGENIL74YJrex. fa4l34ei5REFORE USE. Design volld for use only with MBekS connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, nai ��- a buss system. Before use, the building designer must verity me applicability of design parameters and property Incorporate Mls design Into the overall bulidingdeslgn. Bracing Indicated blobuckling ofhdNldualhussweband/or chord members only.. Additional temporary and bracing MiTek' prevent permanent 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 busses and huss systems. seeANSUIPII Guam Criteria. , DSband IICS1 Building Component 69M Parke East BNtl. Safety Informo6onar,olloble from Truss Plate Institute, 218 N. We Sheet, Sulte 312, A manddo, VA 2114, Tampa, FL 33610 Job Truss Truss Type Ply ' T78473453 EDEN_MODEL EJ8 Jack -Open �Qty 8 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 3x6 = ST1.5x8 STP= 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:38 2019 Page 1 IDns671OCZ21 Eg4xvrhYAIX3yhPJt-N2sK6OT9A25tSIffoFOAaj PoC9Sh9ENCMngtUyODC3 Scale = 1:22.2 Plate Offsets (X Y)-- [2:0-6-2 0-0-41 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.17 24 >523 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Ved(CT) -0.33 24 >281 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 Na War BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 27 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=185/Mechanical, 2=360/0-e-0, 4=90/Mechanical Max Horz 2=158(LC 12) Max Uplift 3=-139(LC 12), 2=-116(LC 12) Max Grsv 3=185(LC 1), 2=360(LC 1), 4=140(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 on puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerior(2) -1-0-0 to 2-0-0. Intedor(1) 2-0-0 to 7-114 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-01 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 lb uplift at joints) except (jt=lb) 3=139, 2=116. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.661ffi III USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 O WARNING-Vealydeslgn Pahorwarsend READ NOTES ON TN/SAND/NCLUDEOM? KREFERANCEPAGEUX74T3rev. la'puVzo EPORE USE Design valid for use only with MBek® connectors. fib design Is based only upon parameters shown, and is form Indidual building component, not a thus system. Before use, the balding designer must verity the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and pennanentbracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabtication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CrBerb, DSldlfS 9 and l Buldlag Component 6904 Parke East Blvd. Safety NformatbNvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply • T18473454 EDEN_MODEL HJ7 Diagonal Hip Girder 2 1 Job Reference (opl'onall Builders First Source, Plant City, FL - 32566, 8.240 is Jul 14 2019 MiTek Industries, Inc. Thu Oct 2411:27:39 2019 Scale=1:20.6 2x4 = 2x4 = 3x4 = Plate Offsets (X Y)-- [2:Edge 0-0-6] LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (fee) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.39 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.33 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP]2014 Matdx-SH Weight: 41 lb FT=20% LUMBER - TOP CHORD. 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 2=445/0-10-15, 5=290/Mechanical Max Horz 2=151(LC 22) Max Uplift 4=-102(LC 4), 2=-176(LC 4), 5=-102(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-762/265 BOTCHORD 2-7=-331/702,6-7=-331f702 WEBS 36= 746/352, 3-7=0/284 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noreconcurrent 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 1001b uplift at joint(s) except Qt=lb) 4=102, 2=176, 5=102. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 85lb up at 1-4-15, 80 Ib down and 85 lb up at 1-4-15, 29 lb down and 43 lb up at 4-2-15, 29 Ito down and 43 lb up at 4-2-15, and 55 lb down and 100 Ib up at 7-0-14, and 55 lb down and 100 Its up at 7-0-14 an top chord, and 1 Ile down at 1-4-15, 1 Ib down at 1-4-15, 18 Ib down at 4-2-15, 18 lb down at 4-2-15, and 381Is down at 7-0-14, and 381Is down at 7-0-14 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). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4— 54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=38) 13=-36(F=-18, B=-18) Joaquin Velez FE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q WARNING-tredrydesfgnpemmeters and READNOTES ON WISANDINCLUDEDMREKHEFENANCEPAGEMb74Mmv. iG'DYla1SBEFOFE USE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of individual buss web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal lhury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seesiNSUIPII pual6v CMeM. OS6d9 and SCSI Bultlhp Component 6904 Parke East Blvd. Safbly Infoenatiornvallable from Truss Mote Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22 14. Tampa, FL 33610 Job s Truss Type - city Ply ' T18473455 EDEN MODEL TH'JB Diagonal Hip Girder 1 1 Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:40 2019 Page 1 1Dis671OCZ21 Eq4"rhYAIX3yhPJt-JRz4x3VOifLbh2p1vfOef8U9ez5ud7eOfgGxyMyQDC1 3x4= 5 3x4 = 5-11-12 5-4-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lox) Udef1 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.16 6-7 >802 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 471b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=247/Mechanical, 2=541/0-11-5, 5=456/Mechanical Max Horz 2=170(LC 4) Max Uplift 4=-198(LC 4), 2=-216(LC 4), 5=-131(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1075/403 BOT CHORD 2-7=473/999, 6-7=-473/999 WEBS 3-7=0/382, 3-6= 1060/501 NOTES- (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151h; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gap 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 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 01=11a) 4=198, 2=216, 5=131. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 80 Ib down and 851b up at 1-5-12, 80 Ib down and 85 Ib up at 1-5-12, 29 Ib down and 431b up at 4-3-11, 29 lb down and 43lb up at 4-3-11, 55 Ib down and 100 It, up at 7-1-10, 55 Ib down and 100 It, up at 7-1-10, and 86 lb down and 127 Ib up at 9-11-9, and 861b down and 127 lb up at 9-11-9 on top chord, and 1 Its down at 1-5-12, 1 Ib down at 1-5-12, 18lb down at 4-3-11, 18lb down at 4,3-11, 381b down at 7-1-10, 38 Ib down at 7-1-10, and 67 Ib down at 9-11-9. and 67 Ib down at 9-11-9 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.° LOAD CASE(S) Standard 1) Dead +Fact Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 11=-173(F=-86, B=-86)l4=-36(F=-18i B=-18) 15=-101(F=-51, B=-51) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q WARNWG-Ventydeslgnparamefersand RFAONOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMX74"ii lNOaITOISBEFORE USE Design valid for use only with MBek® connectors. MIs design b based only upon parameters shown. and Is for an Indbidual building component, not ��- a truss system. Before use, Me building di must verify Me applicability of design parameters and properly Incorporate this design into Me overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addalonal temporary antl bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, sdDANSUD'll Quality Criteria. D80419 and SCSI Building Component 6904 Parke East Blvd. Safety Nfomrationavdloble from Truss Rate Institute 218 N. Lee Street. Suite 312, AJexonddo. VA 22314. Tampa. FL 33610 Job Truss Truss Type Cry Ply ' T18473456 EDEN_MODEL T02 Common 4 1 _ Job Reference (optional) Builders First Source, Plant City, FL - 32566, i 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:40 2019 Page 1 ID:is67IOCZ21 Eg4xvrhYAIX3yhPJt-JRz4X3VOifLbh2ply(Oel8UGkzDld7e0fgGxyMyODC1 Seale=1:21.4 4x6 = STT5x8 STP= ram. ° ST/.5x8 STP= 3x4 = 3x4 = Plate Offsets (X,Y)-- 12:0-1-10,Edge1, f4:0-1-10,Edge1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 4.5 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix-SH Weight: 421b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=415/0-8-0, 2=496/0-8-0 Max Hoa 2=54(LC 16) Max Uplift 4=-136(LC 13). 2=-174(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3— 650/406, 3-4=-649/424 BOT CHORD 2-5=-287/536, 4-5=-287/536 WEBS 3-5=-22/266 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MIVFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip IDOL=1.60 3) This truss has been designed fora 10.0 pet 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 61=11a) 4=136,2=174. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 OWARN/NG- Vetltydederiparemetersapd READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMX7V2re, 1NDY1prSSEFORE USE Design valid for use only with MBeIsik connectors. This design 6 based only upon parameters shown, and B for an Individual building component, not ��- a toss system. Before use, the buldhg designer must vent' the applicability of design parameters and properly incorporate Me design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling ofindividual truss, web and/or chord members only. Additional tempororyand permanent bracing MiTek' 6 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, seeANSVTPII Quo'INy Criteria. DS149 and SCSI Bull Component 69N Parke East Blvd. Safety Infonnallonavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 2VI4. Tampa, FL 3361 D Job Truss Type City Ply T18473457 EDEN_MODEL TTOMSSS Hip 1 1 [J�ob Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 Is Jul 14 2019 MiTek Inc. Thu Oct 2411:27:42 2019 Scale: 3116'=1' s nn7'T 5x8 = 2x4 11 5x8 = 4 18 5 19 6 3x6 = 2x4 II 3x6 = 3x8 = 3x4 = 2x4 II 3x6 = 3x4 = 3x6 = 14 11-0.0 17-6.0 24.0,0 2&2-2 35-0-0 14 5-2-2 6-fi-0 6-fi-0 5-2-2 5-9-14 Plate Offsets (X,Y)-- 12:0-3-0,Edgel, f4:0-5-12,0-2-81. 16:0-5-12,0-2-81, f8:0-3-O,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.38 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mardi Weight: 175111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-2 oo pudins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. REACTIONS. (lb/size) 2=1342/0-8-0, 8=1342/0-8-0 Max Horz 2=-80(LC17) Max Uplift 2=-432(LC 8). 8=432(LC 9) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2711/1566, 3-4=-2260/1365, 4-5=-2408/1513, 5-6=-2408/1513, 6-7=-2260/1365, 7-8=-2711/1566 BOT CHORD 2-16=-1348/2423, 15-16=-1348/2423, 13-15=-1037/2042, 11-13=4040/2042, 10-11=-1351/2423,8-10=-1351/2423 WEBS 3-15=-437/346, 445=-115/367, 4-13=-299/568, 5-13=398/350, 6-13=-299/568, 6-11=115/367, 7-11=-437/346 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; Cat. II; Exp B; Encl., GCpi=i MW FRS (envelope) and C-C Exterici -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 11-0-0, Extedor(2) 11-0-0 to 15-11-6, Interior(1) 15-11-6 to 24-0-0, Exterior(2) 24-0-0 to 29-2-2. Intedor(1) 29-2-2 to 36-0-0 zone; cantilever left and Tight exposed ; end vertical left and Tight elposed;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 pending. 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 of20.Ops1 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 joints) except (jt=lb) 2=432, 8=432. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.` Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 ,&WARNING-VeNtydesfm Paremete..dREAD NOTES ON MSANDWCLUDWMREKREFERANCEPAGEMIF7474rev. 1GTS2015SEFORE USE Design valid for use only with Mile& connectors. ih6 design Is based only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporato this design into Me overall building design. Bracing Indicated is to prevent buckling of hdMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is clwaysraquired 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. seeANS01P11 Cuallh Criteria. DSB49 and SCSI Building Component 69N Parke East Blvd.Sa ety Informationavailoble from Tr ua Plate Institute, 218 N. Ise Sheet, Suite 312. Nexontlrlo, VA 22 14. Tampa, FL 33610 Job T—S Truss Type Oly Ply ' T76473458 EDEN_MODEL TO Hip 1 1 Job Reference (optional) Bustlers First Source, rram Iny...-azauo, o.cwsam wwmmn en inuwnie�, n,,:. uiu v.n� +����� Scale: 3/16'=1' 4x6 = 3x4 = 4x6 = 4 518 19 6 ST1.51 STP= 15 13 12 10 ST1.5x8 STP= 3x6 = 2.4 11 4x6 3.8 = 2x4 11 3x6 = 3xB = 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Utlefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 V:rl U-) -0.24 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.5012-13 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.13 8 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matdx-SH Weight: 1731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1342/0-8-0, 8=1342/0-8-0 Max Harz 2=93(LC 12) Max Uplift 2=-416(LC 12), 8=-416(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2685/1519, 3-4=-2106/1266, 4-5=-1891/1244, 5.6=-1891/1244, 6-7=2106/1266, 7-8=-2685/1519 BOT CHORD 2-15=-1296/2397, 13-15=-1296/2397, 12-13=-989/1988, 10-12=-130012397, 8-10=-1300/2397 WEBS 3-13=-581/423,4-13=-242/517, 5-13=-289/183, 5-12=-289/183, 6-12=-242/517, 7-12=-581/423 NOTES- (7) 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. 11; Elm B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-6-0, Inte or(1) 2-6-010 13-0-0, Extedor(2) 13-0-0 to 17-11-6, Intedor(1) 17-11-6 to 22-0-0, Exlenor(2) 22-0-0 to 26-11-6, Interior(l) 26-11-6 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right elmosed;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 pending. 4) This truss has been designed for a 10.01 bottom chord live load nonconcurrem 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 11 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=416, 8=416. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q,WARNING- Vedtydesfanpxramerersand READ NOTES ON MNANDwCLUDEDMREKREFERANCEPAGEMIL7478®v. 1NDs11?V156EFORE USE Design valid for use only with Mi connectors.his design is based only upon parameters shown, and is for an m ividuai building component, not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buc'4ing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwoysrequlredforstobllityandtopreventcollapsewithpossiblepersonalinluryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems. seeANSUIPII GualSy Ciliate, DS549 and SCSI Sulding Component 69N Parxe East Blvd. Safety Nfermallonovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply ' T78473459 EDEN_MODEL T 77 Hip 1 1 Job Reference (optional Builders First Source, elam uty, FL- 32bbb, a.L41.) s Jun 4 zulu MI I ex mausmes, Inc. I nu ver G4 r .;,,- 'r co m ti 0 5.00 12 5xB = 5.6 = 5 6 3x6 = 2x4 II 4.6 = 3x4 = 3x6 = 4x6 2x4 II 3x6 = Scale = 1:64.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TIC0.71 Vert(LL) -0.17 13-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.3514-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.13 9 Na n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-SH Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 9=1342/0-8-0 Max Horz 2=106(LC 12) Max Uplift 2=-433(LC 12), 9=-433(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2655/1475,3-5=-1932/1180,5-6=-1715/1172,6.8=-1933/1180,8-9---2655/1475 BOT CHORD 2-16=-1249/2365, 14-16=-1249/2365, 13-14= 805/1714, 11-13=-1252/2365, 9-11=-1252/2365 WEBS 3-16=0/329, 3-14=-733/490, 5-14=-166/445, 6-13=-190/445, 8-13=-732/490, 8-11=01328 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Extenor(2) 15-0-0 to 24-11-6, Intedor(1) 24-11-6 to 36-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces R 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 psi 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-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 1001b uplift at joint(s) except jt=lb) 2=433, 9=433. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 ,&WARNDIG-Verlty deslgnyaranders and READ NOTES ON MISAND INCLUDED MITEKRIPERANCEPAGEMp74flmv. fNAnQ1115BEFORE USE Design valid for use only with M7eleir connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, Me building designer must verify the appllcabllily of design parameters and properly Incorporate Mls design Into the overall building design, Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing M ffek' prevent Is always required for docility and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcoeon. storage. delivery, erected and bracing of trusses and truss system% seeANSVTPII Cu 221 Ci@ob, 09"9 and 6C51 Building Component sabty Nformatlona clable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexontltlo. VA 22 14, Tampa, FL 33610 Job Truss Truss Type City Ply ' T18473460 EDEN_MODEL TOS Hip 1 1 Job Reference (optional Builders First Source, Plane Udy, FL - 32566, B.240 s Jul 142Ul9 M,Tek indus nes, Inc. Ihu UcI2411X/:4b 2me rage 1 IDds67[OCZ21 Eg4xvrhYAIX3yhPJt.gOnzbnZZW Bzunph?iDOpMBB5C11VIFolpy_icayODBy 18L-0 1-OQ 613 12813 17-" 175 22-8.3 2&10.13 35-00 388q ,n00 613 62-10 4831 LB-3 E2-10 E-1-3 1-0O oca Scale = 1:64.8 5.00 12 678 7 3x4 = 3.8 = 3x4 = 18-0 8-9-1e 17b0 17Ep zF2-z 8-9-11 &z-2 8-2-2 11A14 0-6.0 Plate Offsets (X ))-- [2:0-3-0 Edael [6:0-3-0 0-2-41, [8:0-3-0 0-2-4][12:0-3-0Edge] LOADING (psq SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert -0.17 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -0.38 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-SH Weight: 171 Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-2-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=134210-8-0, 12=1342/0-8-0 Max Horz 2=-120(LC 13) Max Uplift 2=-447(LC 12), 12=-447(LC 13) FORCES. Inc) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/1397, 3-5=-2429/1304, 5-6=-1695/1036, 6-7=-1512/991, 7-8=-1512/991, 8-9=-1695/1036,9-11=-2429/1304,11-12=-2663/1397 BOT CHORD 2-18=-1185/2396, 16-18=-900/1926, 14-16=-907/1926, 12-14=-119212396 WEBS 3-18_ 299/277, 5-18=-159/493, 5-16=-599/449, 9-16=-599/449, 9-14=-159/493, 11-14=-299/277,7-16=-533/998 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf', BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2) 17-0-0 to 22-8-0, Interior(1) 22-8-3 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MW FRS 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 Oaf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=447, 12=447. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cent 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 24,2019 O WARNING -VeNfydeslgnparameteman6READ NOTES ON WISAND INCLUDED MWEKREFERANCEFAGEMP-7423 rev. 16,032015BEFOREUSE Design valid for use onlywith Mgek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, net ��- a puss system. Before use. the building designer mustverify the applicability of tleslgn parameters and properly Incorporate tnb tleslgn Into the overall bulldIng design. Bracing indicated is to buckling of Individual puss web and/or chord members only.. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrlcoflon, storage, delivery, erection and bracing of trusses and puss systems, seeANSVIP11 Quality criteria, DSB-89 and SCSI BuYtlba Component 69N Parke East Blvd. Safety klformatbmvalloble from Two Plate Instifute, 218 N. Lee Sheet, Sutie.312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply ' T18473461 EDEN_MODEL T09 Common 17 1 Jab Reference (optional Builders First Source, Plant city, FL-32566, B240 s Jul 14 2019 MiTek Industries, Inc. Thu Oat 24 5.00 12 46 = Scale=1:62.4 3x6 = 3x4 = ax6 = 3.8 = 3x6 = 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (Ib/size) 2=1342/06-0, 10=1342/0-8-0 Max Horz 2=-123(LC 13) Max Uplift 2=-451(LC 12). 10=-051(LC 13) CSI. DEFL. in (loc) Well L/d PLATES GRIP TC '0.47 Veri -0.17 14 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.38 14-16 >999 180 WE 0.63 Horz(CT) 0.12 10 Na Na Matrix-SH Weight: 172 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2663/1353, 3-5= 2429/1256, 56=-16931994, 6-7=-16921993, 7-9=-2411/1251, 9-10=-2650/1348 BOT CHORD 2-16=-1126/2395, 14-16= 840/1929, 12-14=-855/1930, 10-12=-1137/2383 WEBS 6-14=-523/1010, 7-14=610/423,7-12=-155/484, 9-12=-301/275, 5-14=-609/426, 5-16=-156/493,3-16=-297/275 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(i) 21-0-0 to 36-0-0 zone; cantilever left and fight exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=451, 10=451. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' I� Joaquin Velez PE No.68182 NTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 ,&WARNING- Verify deslgnparemetersanOREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MB7473rev. 1010,32015 BEFORE USE Design valid for use only with M9eIdi, connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��- o truss system. Before use. Me building designer must verify the applicability of design parameters and property Incorporate this design into me overall building design Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary antl 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 Musses grid huss systems, saeAN31/iPD Quality CriteM. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety mfamratbrWvailable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type plyT18473462 EDEN_MODEL T09B GABLE r 1 Job Reference (optional) Builders First Source, Plant Clty, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 2411:27:48 2019 Page 1 ID:ts6710CZ21 Eg4xvrhVAIX3yhPJt.4ZS600bRp6MSeHOaNLZW_gpUEBszVZfCVwCMDvyODBv 18-0-0 1 8-0-0 11-se 12-11- 168-0 ]6 22-1-18 -0 2611E 3568 1-0-0 &1-0 3)-0 13-6 "-12 1 S310 1-26 3-]-0 1-0O 8-1e0 Scale=1:66.0 416 = 5.00 12 7x10 = 3x6 11 /— TOP CHORD MUST BE BRACED END JACKS, 4x6 = 9 3x8 = / ROOF DIAPHRAGM, OR PROPERLY CONNECTED 3x4 II 13 K PURLINS AS SPECIFIED. tOx12— 7 35 6 3x6 i 18 3x6 Sx8 = 6 6x8 4 79 3 - 2037 40 8 - 34 N�< 7 38 / 2 m 21 22 10 e o o ST1.5x8 STP= 28 27 39 26 25 24 23 ST1.5vB STP= 4x6 ST1.5x8 STP= ST1.5xe STP= 7x10= 5x6= 7x10 = 3x8 II 4x6 = 12-114 SA= IN12 = 12-00 175 8-1-0 11-6-0 Woo 16-0L 1¢a0 1&4-0 22-1-10 325-11-2 2611-0 35-60 �1--0-02.rill 8-9-14 9-1U a-1Y zd-z Wa 0>T�5412 a�1p�10 -1 oa-0 o-lo-o 611-0 Plate Offsets (X,Y)-- [2:0-5-1,0-1-10], [7:0-0-13,0-1-0], [10:0-5-0,0-4-8], [11:0-4-0,03-8], [12:0-3-8,0-1-8], [21:0-5-13,0-0-3], [24:0-4-8,0-4-8], [26:0-4-12,0-1-8], [27:0-4-8,0-4-8] LOADING (Pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 TCDL 7.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr NO WE 0.80 BCDL 10.0 Code FBC2017frP12014 Malri%SH LUMBER - TOP CHORD 2x4 SP No.2'Except- 3-8,8-20: 2x5 SP No.2, 1-4,19-22: 2x4 SP No.1 BOT CHORD 2x6 SPNo.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 DEFL. in (too) bidet] Ud Vert(LL) 0.14 21-23 >999 240 Vert(CT) -0.15 21-23 >999 180 Hom(CT) 0.02 26 n/a Tura PLATES GRIP MT20 244/190 Weight: 280 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. JOINTS 1 Brace at Jt(s): 11, 15, 33, 14, 5 (Ib) - Max Horz 2=-123(LC 13) Max Uplift All uplift 1001b or less atjoint(s) except 2=-671(LC 27), 21=-1190(LC 38), 27=-941(LC 35), 26=-1661(LC 38) Max Gmv All reactions 2501b or less atjoint(s) except 2=649(LC 48), 21=1243(LC 52). 27=999(LC 48), 27=745(LC 1), 26=3159(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 gle) or less except when shown. TOP CHORD 2-3=-1611/1647, 3-6=1111/1250, 6-7=-790/948, 7-9=-807/914, 9-13=-441/636, 13-16=-721/841,16-18=-7061744, 18-20=-1038/1064,20-21=3575/3272,3-5=-645/730, 5-10=-6401725,10-11=-474/466,11-12=-39/305,12-14=-1207/924,14-15— 1207/924, 15-17= 12461948,17-20=-12471948 BOT CHORD 2-28=-1595/1594, 27-28=-821/809, 26-27=-129611244, 25-26=329f744, 24-25=-519/540, 23-24=-2010/2392, 21-23=-2865/3154 WEBS 9-11=-654/428, 3-28=-49/314, 20-23=-382/688,3-27=-762/585, 10-27= 751/782, 12-24=-1144/1767,20-24=-944/656,7-11=-236/339;11-33=-883f725, 16-33=-851F700, 15-16=-365/463,10-26=-2702/2244,12-25=-1462/1040, 10-25=-1090/1656 NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Eztedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extenor(2) 17-6-0 to 21-0-0, Inferior(1) 21-" to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 671 It, uplift at joint 2, 11901b uplift at Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cod 6634 69(14 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 yoyc c WARNING antl HEAD NOTES OHn BEFORE DMHEKHEFrs D for use only in M7ekg) Design for use h MOek� connectors. show and Is for on individual Is bored only upon parameters shown antl Is for on Icorporat bulltling component not is basOU nlyup bull mpon abussgdem. yste Before we, t rm verify applicability Incorporateiperarydesign Into theoverall tlprevenr mustang o Brause,thebuilding bulltling design, Bracing in truss and/parametersantlproperly of lntlMtluolhunswebantl/orchord members permanent bracing adds MiTek' obuckling stability guidance regarding prevent with poand amage.only. generalthe are to prevent personams. ry For and propertyual acing ofapse fabrication,story e, delivelN fabtico6on storage, tlellvery, erection and blaring of t and hues systems seeA criteria. 11 Co Cual2y f:MeM, DSede antl BCSI Bu1dhD Component S549a and Building Temp Pa Me East0 18 N. . Alexa1/IPII Safety Informafbrgmlloble from Luss Plate Innsiltute, 21B N. Lea Sheaf Suite 312 Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Thus Type City Ply ' T18473462 EDEN_MODEL T09EI GABLE 1 1 - _ Job Reference (optional) _ — Builders First Source, Plant City, FL-32566, 8.240 s JW 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:48 2019 Page 2 IDds6710CZ21 Eg4wrhYAIX3yhPJt-4zS6DobRp6MSeHCiaN LZW_gpUEBszVZfCVwCMDvyCiDBv NOTES- (14) 10) This truss has been designed for a total drag load of 100 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 100.0 pit. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection clevice(s) shall be provided sufficient to support concentrated loads) 247 lb down and 181 Ib up at 27-0-0 on top chord, and 456 It, down and 335 Ile up at 27-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-20=-54, 20-22=-54, 2-391 23-39=-65(F=-45), 21-23=-20, 20-40=-93(F) Concentrated Loads (lb) Vert: 23=-456(F) 37= 247(F) Q WARNING-Verifydaslgnparamefasand NEADNOTES ON Mrs AND/NCLUDW&fTEKREFENANCEPAGEMIN4vJrea fND4!V150EFORE USE Design valid for use only with Mlrek® connectors. Ills design Is based only upon parameters shown, and Is for an intlMtlual building component not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly 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 MiTek' Is always required for stability and to prevent collapse with Posslbie personal hjury and property damage. For general guidance regarding Me fabrlcotion. storage, delivery, erection and bracing of trusses and buss systems, seeAN9UfPI1 Gua®v CAnW, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety IMortra arpvollobie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply • T78473463 EDEN_MODEL T10 Hip Structural Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 2411:27:49 ZU19 rage 1 I D1s67IOCZ21 Eg4nrhYAlx3yhPJt-Yg0008c3a0UJGR?mx241X1 Mh9b9tE_2LkayvlLyODBu 9r}4-8-0 I 250.64.00 -0 :2 I 31 36-0-030 .04944 4202 58-0 i-0-0 Scale = 1:62.5 Sea = 3x8 = 3x6 = 3x8 = Sx6 = 5.00 12 4 20 5 6 7 21 a 17 � � 3x4 = 3x6 = 6x8 = 51 = SiSTP= sea = LOADING (psp SPACING- 2-0-0 CS]. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 2-17 >821 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.28 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Hom(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc puffins. 6-8,4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 10-0-0 except Qt=length) 10=0-8-0, 16=0-84). (Ib) - Max Hoa 2=67(LC 35) Max Uplift All uplift 100 Its or less at joint(s) 16 except 2= 119143), 17=-1039(LC 29). 10= 1829(LC 30) Max Grav All reactions 250 lb or less at joints) 16 except 2=1137(LC 30), 17=1766(LC 1). 10=1918(LC 47) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=,3048/3095, 3-4=-2073/2229, 4-5— 1413/1616, 5-7=-1770/1673, 7-8=--2214/2018, 8-9=-3539/3169, 9-10=-0689/4510 BOT CHORD 2-17=-2973/2860, 16-17=-1319/1417, 14-16=-1022/1120, 12-14= 2586/2829, 10-12=-3992/4352 WEBS 3-17=-389/432,4-17=590/570,5-17=-2109/1907,5-14=-1026/1251,7-14=-1057/1085, 7-12=-1058/1141, 8-12=-567l730, 9-12=-385/376 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-M to 2-64), Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 361 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 1001b uplift at joint(s) 16 except (jt=lb) 2=1192,17=1039,10=1829. 7) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-" to 35-M for 250.0 plf. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 O WARNMIG. Verify design paramefersanOREAD NOTES ON MIS AND MCLUUEDMREKREFERANCE PAGE MII-74grev. 101XV21Tra6EFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and 6 for an Individual bulltling component, not a truss system. Before use, the building designer must verity the appllcabllity of design parameters and property Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of Individual trues web and/or chord members only.. Additional temporary and permanent bracing MiTek' h always required far stability and to prevent collapse with possible Personol hlury and property damage. For general guidance regarding me storage, delivery, erectiontruss systems. and bracing of husses and tsystems seeANSVTPII Gua2V CdbM, D5349 and 8=1 Building Component 6904 Parke East Blvd. Safety Ulformpibmvoiloble from Truss Rate Institute. 218 N. We Sheet, Suite 312 Nei VA 22 14. Tampa, FL 33610 Job Truss Type Oty PlyT184734fi4 EDEN_MODEL Tit Hip Girder 1 1 Job Reference (optional) tlunuers rust bource, nmawry, 11--uaoo, ocry sew..moo,o,.,,, ..-.,,..-.,_-...-,...._- IDds67IDCZ21 Eg4wrhYAIX3yhPJt.UYBErgdJ61 kl Vk992T6DCSR_hPrltixmBuROgEyODBs 1-0- &8-71 7-0.0 10-4-0 13.9-2 21-2-14 2&0-0 350.0 EO- -0- 3-8-11 3-3-5 3.4-0 3-5-2 ]-5-11 6-9-2 7-0.0 10x16 MT20HS II Scale: 3/16'=l' 5.00 12 2x4 11 4x12 = 3x6 = 3x4 = 3 17 4 18 195 20 21 22 6 23 7 24 5x6 = 25 26 8 0 vim 0 3x4= 2x4 II ST1.5x8 STP= VV V' VL Sx6-V V'5.6•W13= _ 3x4= 3x6= 6x8 = 3x6 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CSI. TC 0.97 BC 0.85 WE 0.71 Matrix-SH DEFL. Vert(LL) Vert(CT) H02(CT) in (loc) Vdefl Vd -0.21 11-13 >999 240 -0.4811-13 >604 180 0.04 9 n1a n1a PLATES MT20 MT20HS Weight: 159 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-15 12-14: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=-143/0-8-0, 9=1498/0-8-0, 15=3859/0-8-0 Max Ho¢ 2=-53(LC28) Max Uplift 2=-361(LC 20), 9=-615(LC 9), 15=-1566(LC4) Max Gray 2=220(LC 15), 9=1502(LC 20), 15=3859(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-478/1210, 3-4=-974/2407, 4-5=-974/2407, 5-7=-2295/907, 7-8=-2792/1184, 8-9_ 3092/1247 BOT CHORD 2-16=-1085/487, 15-16=-1066/483, 11-13=-1211/2879, 9-11=-1075/2760 WEBS 3-16= 99/450, 5.15=-3062/1447, 5-13=-897/2699, 7-13=-1010f704, 8-11=-92f736, 4-15=-275/177, 3-15=-1914/822 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 011=11e) 2=361, 9=615, 15=1566. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 124 lb down and 125 It, up at 7-0-0, 105 lb down and 125 lb up at 9-0-12, 105 Ib down and 125 It, up at 11-0-12, 105 Ib down and 1251b up at 13-0-12, 105 lb down and 125 Ib up at 15-0-12, 105 Ile down and 125 Ile up at 17-0-12, 105 lb down and 125 It, up at 17-11-4, 105 Ib down and 125 III up at 19-11-4, 105 lb down and 125 Ile up at 21-11-4, 105111 down and 1251b up at 23-11-4, and 105 Ib down and 125 Ib up at Joaquin Velez PE No.68182 25-11-4, and 200 lb down and 234 Ile up at 28-0-0 on top chord, and 320 Ib down and 130 Ib up at 7-0-0, 81. lb down at 9-0-12, 81 MiTek USA, Inc. FL Cart 6634 It, down at 11-0-12, 81 lb dawn at 13-0-12, 81111, down at 15-0-12, 81 Ib down at 17-0-12, 81 Ib down at 17-11-4, 81 lb down at 6904 Parke East Blvd. Tampa FL 33610 19-11-4, 81 Ib down at 21-11-4, 81 Ib down at 23-11-4, and 81 Ito down at 25-11-0, and 3201b down and 130 Ile up at 27-11-4 on Date: bottom chord. The design/selection of such connection device(s) is the responsibility of others. October 24,2019 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING -yedydesfgnparenr hvsand READNOTES ON THIS AND INCLUDEDMNEXREFERANCEPAGEMb74Tdrex. 1411P9ISREFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Indiividual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and papery Incorporate this design into the overall ��- building design. Bracing Indicated Is to prevent buckling of indNidual 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 oftrusses and truss systems, seeANSU1Pll Quality Cdfedo, D5349 and IIC516uildhp Componmf 69N Parke East Blvd. Safety lnformatbOdvoilcble from Truss Plate Institute. 218 N. Leo Street Suite 312. A sIxondfa. VA 22314, Temp., FL 33610 Job Teas Thus Type Oty Ply ' T18473464 EDEN_MODEL T11 Hip Giber 1 1 Jab Reference (optional) Builders First Source, Plait City, FL- 32566, 8.240 s Jul 14 2019 Mil ek Industries, Inc. Inu Carl 2411:2Gb1 ZUIa rage ID:ts67IOCZ21 Eg4"rhYAIX3yhPJt-UYBErgdJ61 fit Vk992T6DcSR_hPrkixreBUROgEyODBs 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-11 8.10=.54, 2-9=-20 Concentrated Loads (Ib) Vert: 3=-101 8=-153(B) 16=-320(B) 11=-320(B) 17=-105(B) 18=-105(B) 19>105(B) 20=-105(B) 21=105(B) 22=-105(B) 23=-105(B) 24=-105(B) 25=105(B) 26=-105(B)27=-58(B) 28=-58(B) 29=-58(B)30=-58(8)31=-58(B) 32=-58(B)33=-58(B) 34=-58(B) 35=-58(B) 36=-58(B) Q WARNWG-VeUfydes/gn Pmeme mwdREADNDTES ON TRISAND INCLUDED MREKREFERANCEPAGEMU74nnn, IQ=?015BEFORE USE Design valid for use only with Milli connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a insss system. Before use, fire building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall bulldIngdesign. Bracing lndIctsedIstobuckling ofIndividual truss web and/or chord members only. Additional temporary end bracing MiTek' prevent permanent Is always required for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrcofioR storage. delivery. erection and bracing of tomes and true systems seeANSUD'11 Quality Ciftedo, DSM9 and BCSI bultlhp Component Sheet, Suite 312, Alexandra, VA 22314. 69M Parke East BNd. Tampa. FL 33610 Safety U rormatbinvcioble from Tam Rate Institute. 218 N. Ise Job Truss Truss Type City Ply ' T78473465 EDEN_MODEL T12 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, i 8.240 aJW 142019 MiTek Industries, Inc. Thu Oct 24 11:27:52 2019 IDds67IOCZ21 Eg4xvrhYAIX3yhPJt-zkic3Aey1Lsu7ulLcBeSBg_LSpNKRYLnOYAaN 46 = 0 9 8 3x4 = 2x4 11 2x4 11 2.4 II 3x4 = Scale = 1:22.4 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.21 Vert(LL) 0.00 7 Nr 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 7 ntr 120 BCLL 0.0 - Rep Stress liner YES WB 0.12 Horz(CT) 0.00 6 Na Na BCDL 10.0 Code FBC2017jTPI2014 Matrix-SH Weight: 481b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (Ib) - Max Ho¢ 2=46(LC 12) Max Uplift All uplift 100 Ito or less at joint(s) 2, 6 except 10=-145(LC 12), 8=-144(LC 13) MaxGrav All reactions 2501b or less atjoint(s) 2, 6,9 except 10=298(LC 1). 8=298(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-203/398, 5-8=-203/398 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Comer(3) 6-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0 zone; cantilever left and fight exposed; end vertical left and fight exposed;C-C for members and forces & MW FRS 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except Qt=lb) 10=145, 8=144. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 A WARNING-Vsntydeslgapsremetsrs.dREAD NOTES ON MXMD INCLUDED NmSX7RE7ERANCEPAGEMII-74M rev. 10=01$ BEFORE USE Design valid for use only with MTekt) connectors. This design Is based only upon parameters shown, and 6 for an individual building component, not �■- I a Min system. Before use. the bullding designer must vedfy 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., Adaltanal temporary and permanent bracing MiTek' B always required for stability and to prevent collapse will, posslble personal Injury and property damage. For general guidance regarding the fabricailon, storage, dellvery, erection and brocing of trusses and truss systems. seeANSUIPII Qu Criteria, VS549 and BCSI Building Component 69M Parke East Blvd. Safety Informatterna ailable from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Jab Truss Truss Type Cry Ply T18473466 EDEN_MODEL T73 Common 2 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 2411:27:53 2019 i 4x6 = Si STP= "4 11 ST1.5%B STP= 3x4 = 3x4 = Scale =1:22A to Plate Offsets (X Y)-- [2:0-2-0Edge] [4:0-2-0Edgef LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.37 Vert(L-) -0.03 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 2-6 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mali%SH Weight: 44lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 ROT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=491/0-8-0,4=491/0-8-0 Max Ho¢ 2=46(LC 12) Max Uplift 2=-173(LC 12), 4=-173(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-636/377, 3-4=-636/377 BOT CHORD 2-6=-219/523, 4-6=-219/523 WEBS 3-6=-2/264 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 6-0-0. Exterior(2) 6-0-0 to 9-0-0. Interior(1) 9-0-0 to 13-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst 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 Ito uplift at joint(s) except Qt=lb) 2=173, 4=173. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Q WARNING-Venry Leegnpa elersand READNOMS ON MEANDMCCUDEDMREKREFERANCEPAGEMX7473re 144011I016BEFORE USE. Design valid for use only with MRek9 connectors. This design B based only upon parametersflown, and is for an Individual building component. not ��' a truss system. Before use, the building designer must verity Me applicability of design parameters and property Incorporate Mls design Into the overall building design. Bracing Indicated 6 to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, creation and bracing of busses and buss systems. seeAN5VIP11 Cu CrIndo, D5549 and BC3111uldkrg component 6904 Parke East Blvd. Saintly Informatbmvallabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22 14. Tampa. FL 33610 Job Truss Truss Type Ory ply • T18473467 EDEN MODEL 003 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566. 2x4 i 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 24 11:27:54 2019 Page 1 ID1s671OC721 Eg4xvrhYAIX3yhPJt-v7gNTsgCPy6cMCtkkcgxE53knc4KvTh4tslgOZyODBp bx6 = 5.00 12 2 Scale =1:6.9 Plate Offsets (X Y)— (2:0-1-12 0-0-121 I2:Edge 0-1-121 13:0-1-12 0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 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 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=41/1-11-6, 3=41/1-11-6 Max Horz 1=24(LC 9) Max Uplift 1=-14(LC 12). 3=-18(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or2-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; E>ie B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 1, 3. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 Job Truss Type OtyPly T78473468 TVO4 Valley 1 t Job Reference (optional bullaers mrst Vource, rlam Iny, rL- 4400a, a24U s JUI 14 zul a MI I eK Industries, Inc. I nu UM Z4 I I:ZGD0 4u IV ID:ts67IOCZ21 Eg4xvrhYAIX3yhPJt-NJNIhCgg9GET_MSwHJBAmlmVONsevUD6W PEY 2x4 II 3 5 4 2x4 i 2.4 II 2x4 II Scale = 1:17.9 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.22 Ven(LL) nta - file 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 VerI CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a fits BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=99/6-11-6, 4=74/6-11-6, 6=279/6-11-6 Max Holz 1=131(LC 9) Max Uplift 1=-15(LC 12), 4=-34(LC 9), 5=-137(LC 12) FORCES. (I s) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-195/314 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 6-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumlint 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 1001b uplift at joint(s) 1, 4 except (jt=lb) 5=137. 6) 'This manufactured product is designed as an individual. building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.* Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; October 24,2019 �WARN/NG-Vedlydesign parameters and READ NOTES ON TN/SAND INCLUDED MrrEKREFERANCEPAGEMIF7473 rev. IaAU1?015 eEFOREUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component, not a truss sysiam. Before use. Me building designer must verily Me applicability of design porometers and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buck ing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobllily and to prevent collapse with possible personol Injury and property damage, For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSU0R1 Quality CMedo. D3249 and SCSI Buetlhp Component Safety mformatbmvotable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Almxondr a, VA 22314, 69" Parke East Bivd. Tampa. FL 33610 Job Truss Truss Type �y Ply T18473469 EDEN_MODEL V05 Valley 1 1 Job Reference (optional) tlmloers rest Source, rnanl uiry, I-L- aeopo, u.z4u s Ju 14 zula Mt n ex mauSmBs, Inc. I nu urn [4 I I:zr oo eu iv ruyu 1 ID:ts671OCZ21 Eg4xvrhYAIX3yhPJt-NJNIhC9g9GET__MSwWBAmlcIYOLXewrm6W PEz7yODBo 2x4 � 2x4 II LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.6fi Vert(LL) file - file 999 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n1a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=152/4-11-6, 3=152/4-11-6 Max Holz 1=88(LC 9) Max Uplift 1=-52(LC 12), 3=-66(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. .3 3 Scale=1:13.1 PLATES GRIP MT20 244/190 Weight: 161b FT=20% Structural wood sheathing directly applied or 5-0-D oc pudins, except and verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cal. II; Exp S; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-10-4 zone; cantilever left and fight exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 vide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE-No.68182 Mi USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 24,2019 OWARNPIG-Verify deslSnpara.M. and HEAD NOTES ON THIS AND INCLUDED MHEKREFEHANCE PAGE M674YJ rev. 1BaY2a15 BEFORE USE Design valid for use only with Miter connectors. This design Is based only upon parameters shown, and Is for an IndNldual budding component, not ��- a truss system. Before use. the building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall bul ding design, Bracing Indicated is to buckling Individual tri web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fobrlcotlon, storage, doNery. erectlon and bracing of trusses and hum systems. MANSIM11 puapp�tys. Cmedo. DS6-09 andICSI Budding Component Sably H/annplbrlavolloble tram TNu Flote InshMe. 218 N. Lee Sheet, Sulfa 312. Al6xcndit VA 22314. 69M Parke East Blvd. Tampa. FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ' Center plate on joint unless Y. y 14- /4 offsets are Indicated, 1I� 6-4-8 Idimensions shown in ft-in-sixteenths (Drawings not To scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-In-sixteenths. I I 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-brocing, is always required. See SCSI. t, r CI-2 c2a 2. Truss bracing must be designed by an engineer. For Individual lateral braces themselves 4 wide truss spacing, WEBS qrq may require bracing, or alternative Tor I 0 bracing should be considered. O 3. Never exceed the design loading shown and never ays°p U stack materials on Inadequately braced trusses. 00 a0 4. Provide copies of this truss design to the building x 2 orientation, locate For;es C5b � BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-11 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 NUMBEREDAETTERED 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/rPI 1. 'Plate location detalls available In MTek 20/20 software or upon request. NUMBERSAETTERS. B. 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 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at Indicated design. output. Use T or I bracing spacing on if Indicated. Lumber design values are in accordance with ANSI/rPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, 0 no ceiling is installed. unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved approval of an engineer. reaction section Indicates joint number where bearings occur, 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. 40 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards ANSI/TPII : National Design Specification for Metal 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. 8 not sufficient. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, M k 20. Design assumes manufacture in accordance with Guide To Good Practice for Handling, iTe ANSI/rPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Packaged by MiTek:Engineedng2020.TransferCenterPlugin 8.2.4.272 Sent by Terry Gring (tgring) Sent on: 10/24/2019 11:27:14 AM Copyright? 1992-2019. MiTek Holdings, Inc. All Rights Reserved For Account Number mi1237 Name Terry Gring Company Builders First Source Address 1602 Industrial Park Dr City Plant City, FL - 32566, Telephone #' 813-759-5922 Fax # 813-752-1532 Number of copies=3 Emall=terry.gdng@bldr.com Delivery methods=lntemet,Ovemight Total number of copies=6 Name Jon Kolbe Company K. Hovnanian Companies,LLC. Addressl 3601 Quantum Boulevard Address2 City Boynton Beach, Florida - 33426, Telephone# 561-284-9352 Fax # Number of copies=3 Delivery methods=Mail States=FL [Addressl] Number of copies=3 CoverLetterCopies=l [Address2] Number of copies--3 CoverLetterCopies=3 <TRERetumPath/> Jobs Section ` 1, '\EDEN_MODEL° Must have hand signed original signature for St. Lucie County Job type=Seals Reference (P number)=T18473448 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Buildinq Inspection • Plan Review • Buildinq Code Administration December 11, 2019 K. Hovananian Homes, LLC & C. Homes at Florida, LLC S 3601 Quantum Boulevard Boynton Beach, Florida 33426 Attention: ' Mr. Kevin Borkenhagen U%0041;ty Reference: Limited Subsurface Exploration Proposed Residence at Lot #1 Waterstone Subdivision 5226 Armina Street Fort Pierce, Florida Universal Project No. 0330.1900096.0000 Dear Mr. Borkenhagen: LOCATIONS: Atlanta • Daytona Beach Fort Myers Fort Pierce Gainesville • Jacksonville • Kissimmee Leesburg Miami Ocala Orlando (Headquarters) • Palm Coast • Panama City • Pensacola • Rockledge • Sarasota • Tampa • West Palm Beach JAN & 2020 Permitting Department St. Lucie County, FL Universal Engineering Sciences, Inc. (Universal) has recently completed a Standard Penetration Test (SPT) boring at the above referenced residential lot site in St. Lucie County, Florida. This SPT boring (B1) was performed for an overall exploration by Universal, covering a total of 59 individual lots within the south-central sections of the Waterstone Subdivision in Fort Pierce, Florida. The results of this exploration are enumerated under Universal's Project #0330.1900096.0000, Report dated September 6, 2019. This limited exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. The purpose of the SPT boring (131) was to analyze the subsurface soil conditions in general accordance with the Florida Building Code, Section 1803 (Geotechnical Investigations). The building pad subsurface soil conditions were explored by advancing a Standard Penetration Test (SPT) soil boring near the center of the lot (as staked by the client's representatives) to a depth of 10 feet below land surface (bls). Based on the results of the soils encountered, it is our opinion that the encountered soil conditions should be suitable for the support of a 12-inch wide or greater monolithic foundation slab embedded at least 12-inches, or shallow foundations embedded at least 18-inches, below lowest adjacent grade. Assuming that the encountered surficial strata within the house footprint, along with subsequent fill materials, are densified to at least 95% of the modified Proctor Test (ASTM D-1557), then a maximum allowable bearing capacity of 2,500 pounds per square foot (psf) is estimated for foundations designed and prepared according to good, standard industry practice. FILE COPY 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Residence at 5226 Armina Street Universal Project No. 0330.1900096.0000 Fort Pierce, St. Lucie County, Florida Limited Subsurface Exploration If any soils are found which are different from those encountered in our boring location, our office should be contacted immediately so that we can make further recommendations and verify that the conditions stated in this letter are still valid. CLOSURE Please note that all other provisions and analysis listed in our previous geotechnical engineering report, which have not been changed in this letter, still remain in effect. For a further description of the scope and limitations of this report please review the document attached within Exhibit 1 "Important Information About Your Geotechnical Engineering Report" prepared by GBA/The Geoprofessional Business Association. We appreciate the opportunity to be working with you on this project and look forward to a continued association. Please do not hesitate to contact us if you should have any questions, or if we may further assist you as your plans proceed. Sincerely yours, UNIVERSAL ERI,GINEERING SCIENCES, INC. Certificate of Authorization No. 549 BradFaucett, M.S.-P.E. Regional Engineer Florida Registration No. 33123 Attachments Boring Log Key to Boring Log Sheet Expanded View of Lot #1 Overall Boring Location Diagram GBA Document 1 - Client (by e-mail) UESDOCS# 1731597 L L— JAN 0 2020 Permitting Department St._ Lucie County, ► L 2 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 0330.1900096.0000 BORING LOG REPORT NO.: APPENDIX: A PROJECT: Waterstone Subdivision Emerson Ave Fort Pierce, Florida CLIENT: K.Hovnanian Homes, LLC LOCATION: SEE EXPLORATION LOCATION PLAN REMARKS: LOTI BORING DESIGNATION: B1 SHEET: 7 Of 9 SECTION: TOWNSHIP: SOUTH RANGE: EAST G.S. ELEVATION (ft): DATE STARTED: 914119 WATER TABLE (ft): 1.3 DATE FINISHED: 914119 DATE OF READING: 916/2019 DRILLED BY: PIN PG EST. W.S.W.T. (ft): TYPE OF SAMPLING: _ c w 4 y ePER VLows INCREMENT w J i F 3 JO m J a J 3 0 DESCRIPTION -200 (%) Mc l%) K )IK.I Ha.) ORG. CONT. VA) 0 _ fine SAND with silt, broken shell and clay lumps (fill), gray, (SP-SM] fine SAND with silt (fill), dark brown, [SP-SM] 4-5-8 13 - fine SAND, grey, [SP] 17-19-13 32 ssfi 13 ':. ........ .......... fine SAND with silt, dark brown, (hardpan) [SPSM] fine SAND with clay, broken shell and occasional cemented rock 5-5-6 11 layers, gray, [SP-SC] 8-57 12 _ fine SAND with silt, broken shell and occasional cemented rock layers, gray, [SP-SM] 10 "' ' BORING TERMINATED AT 10' 15 ............................................. ........................ .......... 20 ............................................. ............................................ . r I m I■ 1 Geolechnicol-Engineeping Report ) The Geoprofessional Business Association (GBA) has prepared this advisory to help you — assumedly a client representative — interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk -confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil - works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical- engineering report is unique, prepared solely for the client Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it And no one — not even you — should apply this report for any purpose or project except the one originally contemplated. Read.this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project -specific factors when designing the study behind this report and developing the confirmation -dependent recommendations the report conveys. A few typical factors include: • the clients goals, objectives, budget, schedule, and risk -management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure's location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect. • the site's size or shape; • the function of the proposed structure, as when ifs changed from a parking garage to an office building,. or from a light -industrial plant to a refrigerated warehouse; • the elevation, configuration, location, orientation, or weight of the proposed structure; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liabilityfor problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be Reliable Do not rely on thisreport if your geotechnical engineer prepared in • for a different client • for a different project; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts,, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to relynn a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. if your geotechnical engineer has not indicated an apply -by" date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis — if any is required at all — could prevent major problems. Most of the "Findings" Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site's subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ — maybe significantly — from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report's Recommendations Are Confirmation -Dependent The recommendations included in this report — including any options or alternatives — are confirmation -dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observingactual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation - dependent recommendations ifyou fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design -team members, • help develop specifications, • review pertinent elements of other design professionals' plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenlybelieve they can shift unanticipated -subsurface -conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for informational purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations," many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study— e.g., a "phase -one" or "phase -two environmental site assessment — differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk -management guidance. As a general rule, do not rely on an environmental report prepared far a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer's services were designed conducted, or intended to prevent uncontrolled migration of moisture — including water vapor — from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material -performance deficiencies. Accordingly, proper implementation of thegeotechnical engineer's recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building -envelope or mold specialists on the design team. Geotechnical engineers are not building - envelope or mold specialists. GEOPROFESSIONAL BUSINESS SEFRASSOCIATION Telephone:301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2016 by Cimprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GMa specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted ordywith the express written permission ofGBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or irs wording as a complement to or as an dement of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent a KEY TO BORING LOGS SOIL CLASSIFICATION CHART* Sand or Gravel ISP,SW,GP,GIN 5.................................................... Sand or Gravel with Silt or Clay [SPSM,SPSC] 12...................................................... UNIVERSAL ENGINEERING SCIENCES, INC. w w Silty or Clayyeyy Sand or Gravel [SM,SC,GM,GCI to 60 0 N 50 z50....................................................... 0 HIOH t7 z 4D = Sandyy or Gravellyy Sift or Clayy [ML,CL-ML,CL,MH,CH,OL,OH] is sa Q m uo a 7U ....................................................... 5 za Wo Silt or Clayy with Sand or Gravel t0 [ML,CL-ML,CI MH,CH,OL,OH] u0 ° 85....................................................... 0 10 20 30 40 50 60 70 80 90 100 Sift or Clayy LIQUID LIMIT [ML,CL-ML,CL,MH,CH,OL,OH] PLASTICITY CHART 100....................................................... GROUP NAME AND SYMBOL COARSE GRAINED SOILS WELL -GRADED SANDS[SWJ •'� •' WELL -GRADED GRAVELSIGWI POORLY -GRADED SANDS ESP] o D POORLY -GRADED GRAVELSIGP] ;. POORLY -GRADED SANDS WITH SILT [SPSMI ° o POORLY -GRADED GRAVELS WITH SILT IGPGM] ' POORLY -GRADED SANDS WITH CLAY ISPSC] ° O POORLY -GRADED GRAVELS WITH CLAY [GPGCJ SILTYSANDS ISM o p SILTYGRAVELS [GM] FINE GRAINED SOILS INORGILTS NIA STICI IN SLIGHT SLIGHT PLASTICS [MLI INORGANIC SILTY CLAY LOW PLASTICITY ICL40L] CLAYS ®INORGANIC LOW TO MEDIUM PLASTICITY [CL] SILTS HIGH ®INORGANIC PLASTICITY [NIHI CLA CLAYS HIGH ®INORGANIC PLASTICITY IN ACCORDANCE WITH ASTM D 2467- UNIFIED SOIL Efl SILTY CLAYEY SANDS • CLASSIFICATION SYSTEM. [SC-SM] •• LOCALLY MAY BE KNOWN AS MUCK NOTES: S-- DENOTES DYNAMIC CONE PENETROMETER (DCP) VALUE R - DENOTES REFUSAL TO PENETRATION P • DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER NIE- DENOTES GROUNDWATER TABLE NOT ENCOUNTERED HIGHLY ORGANIC SOILS ORGANICILTSf LAYS ORGANIC SILTS/CLAYS LOW ORGANIC SILTS/CLAYS ®101-1— MEDIUM TO HIGH PLASITCITV [OH]^ = = PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS [PT] -- RELATIVE DENSITY (SAND AND GRAVEL) VERY LGOSE-0 to 4 Blowslit. LOOSE- 5 to 10 BlowslR MEDIUM DENSE -11 to 30 Slow DENSE -31 to 50 Blowsft VERY DENSE -more than 50 BlowsOt. CONSISTENCY (SILTANDCLAY) VERY SOFT-0 to 2 BIOY58L SOFT-3 to 4 Blowaft FIRM-5 to 8 Blowaft STIFF- 9 to 16 Slow3l0. VERY STIFF -17 to 30 SlowslR HARD -more Nan 30 BlowslR. NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS APPENDIX A.1