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HomeMy WebLinkAboutTRUSS ENGINEERING CRITERIA AND DESIGN LOADSe k� RE: M11412 CARLTON 299 Site Information: Project Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL SCANNED MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 9.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13708831 j2 4/6/18 2 T13708832 14 4/6/18 3 T13708833 16 4/6/18 4 T13708834 18 4/6/18 5 T13708835 la8 4/6/18 6 T13708836 kj8 4/6/18 7 T13708837 kJJa8 4/6/18 8 T13708820 a 4/6/18 9 T13708821 al 4/6/18 10 T13708822 a2 4/6/18 11 T13708823 a3 4/6/18 12 T13708824 a4 4/6/18 13 T13708825 a5 4/6/18 14 T13708826 ata 4/6/18 15 T13708827 atb 4/6/18 16 T13708828 atc 4/6/18 17 T13708829 bha 4/6/1-8 18 T13708830 gra 4/6/18 he truss draWing(s) referenced above have been prepared by iTek USA, Inc. under my direct supervision ased on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter y license renewal date for the state of Florida is February 28, 2019. oricia COA:6634 MPORTANT NOTE: The seal on these truss component designs is a certification �ihat the engineer named is licensed in the jurisdiction(s) identified and that the hiesigns comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation o these designs. MITek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer ihouid verify applicability of design parameters and properly incorporate these designs nto the overall building design per ANSI/TPI 1, Chapter 2. FILE COPY . )No 22839 �- ate• ;�� STATE OF �� oe�5'fit`S�O N A� ���®�, Walter P. Ann PE NoM39 MITek USA. Inc. R. Ceti 6&M 69D4 Parke Fast Blvd. Tampa Fl. 33610 April 6,2018 1 of 1 Finn, Walter Job ' Truss Truss Type Qty Ply CARLTON 299 T13708831 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) TCLL TCDL BCLL BCDL LUMB TOP C BOTC i russ, Inc., ron coerce, rr. �„ .,,.a. �„ ,. ., , �,. ................ „ , .r. .. _.,.__.- • -- •- • - - I D:kFvnsnOwY419Zh0_nM31c6ylJ9g-Eful EE_plx_3S6tHDeCVXag4AAgxEFQsLr?2gRzTU2R 1-0-0 2-0-0 1-0-0 2-0-0 4 3x4 = (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deff Ud 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 I ORD 2x4 SP N0.3 1 RD 2x4 SP No.3 IONS. (Ib/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3= 27(LC 12), 2= 136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) 1) Wind II; Ex show 2) This 3) ' Thi: will fi 4) Refei 5) Provi 2 ant �. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING- Scale = 1:7.8 0 0 PLATES GRIP MT20 244/190 Weight: 8 Ito FT = 20% TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft Cat. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions Lumber DOL=1.60 plate grip DOL=1.60 . uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 3 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®! De' ARN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. gn valid for use only with Nlf ek® connectors. ihls design is traced oily upon parameters shown, aid Is for a r {ndfvtdual building component, hot a Y budding system. Before use. The building designer must verity The applicability of design parameters and properly Incorporate this design Into the overall design. &acing indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' h cNlvays fa �Ity required for stability and to prevent collapse with possible personal InJury and property damage. for general guidance regarding The CADa219y C dleda, DSB-09 and BCSY BuBd6rg Component Blvd. Plotle InsBtute, 218 N. Lee Street.''. 31 Al ar ult. /nloRnaflotgvallable froco Truss Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) I I russ, Inc., r-orr Fierce, t-L LOADIN (psf) TCLL 20.0 TCDL 7.0 BCLL ! 0.0 BCDL 10.0 1-0-0 I D:kFvnsnOwY419ZhO_nM3lc6yIJ9g-A20Vfw?3pYEnhQ 1 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 4-0-0 4-0-0 4 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02017frPI2014 CSI. DEFL. in (loc) I/deft Ud TC 0.37 Vert(LL) -0.01 4-7 >999 360 8C 0.37 Vert(CT) -0.02 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n1a n/a Matrix -MP Wind(LL) 0.02 4-7 >999 240 TOP CH , RD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 I REACTI NS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2= 159(LC 12), 4= 7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCE$. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown BRACING - Scale=1:11.1 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 20 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for mem ers and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thi 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 fi �etween the bottom chord and any other members. 4) Refe to girder(s) for truss to truss connections. 5) Provf ' e mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint 2 an 7lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® PRNING -Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/20f5 BEFORE USE. ` De3 a fr, gh vaitd for use only vlith tvr{Tek� connectors. this design is based only upon parameters shown, and is torah Individual buRdfng component, not �s system. Before use, The building designer must verify The applicability of design parameters and properly Incorporate Thls design InToThe overall builling design. &acing indicated Is To prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is a6904 Ways required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the AA rModa, DSB 89 and SCSI BUUdrng Component Parke East B Nd. Sa 21ty C �lvafn/ormalb�vallabie from Truss Plate Institute, 2 SN Lee Street, Su 1 312, Al a al Tampa, FL 33610 Job III Truss Truss Type Qty Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) i cuss, Inc., ror[ rrerce, ru - - --•---- -- - - - ID:kFvnsnOwY4l9ZhO-nM3lc6ylJ9g-fEattGOhasMeJacsunmC9CSYhOWfRc9J 1 pDiRmzTU20 -1-0-0 6-0-0 1-0-0 6-0-0 0 Scale=1:14.3 3x4 = 4 LOADINI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMB771 TOP CRD 2x4 SP M 30 BOT CRD 2x4 SP No.3 (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3= 129(LC 12), 2= 192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5111; Cat. II; E 1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for mem ers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thi truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fi between the bottom chord and any other members. 4) Refel Ito girder(s) for truss to truss connections. 5) Pro 1r de mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at jointi and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cent 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03MIS BEFORE USE. ' De'i1Ig�,,7 a tr valid ror use ohly with IvllTek9 cohhectors. this deslgh Is bcsed orvy upoh perameters shown, and Es fo; an fndividuai buffd{ng component, not )ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu ✓'17ing design. &acing indicated Is to prevent twckling of Individual truss web and/or chord memt.�ers only. Additional temporary and permanent bracing MoTek' Is fattsH ays required for stability and To prevent collapse wnh possible personal Iniury and property damage. For general guidance regarding the cation, storage, delivery, erecaon and bracing of trusses and truss systems, seeANS//IPII CUtti t raeda, DS&89 and BCSI BUQdfng Compon®n/ 6904 Parke East Blvd. SalsN In/otmafdomv.liable from Truss PloTe Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty, Ply CARLTON 299 T13708834 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) • cnamoer§,l I Fuss, Inc., ron rlelce, rL E 0 ID:kFvnsnOwY4i9Zh, _n lr yIJ9g-3pFOV13atnIDA1LRZvJvmr4?ube2ezvljnSM25zTU2L 8-0-0 8-0-0 3x4 � 4 Scale=1:17.4 LOADINI& (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26lb FT=20% LUMBE O - BRACING- . 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CI-1 (DRD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI NS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCE.,,.. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. 1) WindIIASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft-, L=36ft;, eave=5ft; Cat. II; Ex C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for mem ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tt ss has been designed for a 10.0 psi 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 fildddI$yi etween the bottom chord and any other members. 4) Refe 1,io girder(s) for truss to truss connections. 5) Provl 1 e mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint V, and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® Den AANING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev, 10/032015 BEFORE USE. valid for use ohly with N1ITe' cohhctofs, fill design fs based only Upon parcxneters shown, and Is fa ah indlvtduai buliding compoheht, not �' a Tr, kkss system. Before use. The building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall bull ing design. &acing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek* IsaVV..ltttt Solltivinlormafdorlavalloblefrom ays required for stabliny and to prevent collapse with possible personal fnJury and property damage. For general guidance regarding the Thuss Plate Institugte, 218N Lee Street. Suit 312, Al o' VA 2 4.rCeda OSB�17 and BCSI BuOding Component Nd. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) i russ, mc., ton tierce, rL o. i av o 'via, ., r, y I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-XOpOid3Ce4t4o Bwd7cg8J2cA7?zcNQ9uyRBwaXzTU2K -1-0-0 7-10-0 1-0-0 7-10.0 Scale=1:17.2 3x4 = 4 LOADIN (PSI) I SPACING- 2-0-0 CSI. DEFL, in (loc) Ildell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 TOP BOT R 1) Wind II; ExI merry; 2) This 1 3) ` Thi Will fil 4) Refei 5) Provi joint 11 2x4 SP M 30 2x4 SP M 30 (111 size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4= 13(LC 12) Max Grav 3=191(LC 17). 2=342(LC 1), 4=138(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 26lb FT = 20% 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. I' ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=59ft; L=36ft; eave=5ft Cat. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for iers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 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 between the bottom chord and any other members. Ito girder(s) for truss to truss connections. e mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6834 6904 Parke Eask Blvd. Tampa FL 33610 Date: April 6,2018 i RN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED M REFERANCE PAGE MIh7473 rev. f0/03/20f5 BEFORE USE. Des�n , valid for use only w{th MITe' conneators. This design is based orily upon parameters shown, and is for ah {ndiv{dual txtedtng component, not a tr, rss system. Before use, The building designer muss verify the applicability of design parameters and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing building design. &acing Indicated is To prevent buckling of Individual truss web and/orw11a.WC�,D"9 MiTek' Ls a'�4ays requlred for stability and To prevent collapse with possible persona' Injury and damage. For general guidance regard(ng the fob aTlon, storage, delivery, erection and bracing of Trusses an, truss systems, seeANSad,CS".1ding Compononf s9o4 Parke East Btvd. lnlolrna,otgvollable hom Truss Plate Institute,218NLeeStreet, uite 312, AlexaVA 22314 Tampa, FL 33610 Job j Truss Truss Type Qty Ply CARLTON 299 �II T13708836 M11412 KJB MONO TRUSS 2 1 Job Reference optional) 1 tubs, InG., rUrr rler oe, rL -1-5-0 LOADIN' , (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SAi7o 1 V40E 1 tcOTicPpj DrFFBPIgOfQzTU21 11-3.0 7-2-7 2.83 12 3x4 12 3 11 10 2 13 14 6 15 2x3 I I 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. DEFL. in (loc) Well Ud TC 0.21 Vert(LL) -0.05 6-9 >999 360 BC 0.25 Vert(CT) -0.10 6-9 >999 240 WB 0.35 Horz(CT) 0.01 5 n/a n/a Matrix -MS WInd(LL) -0.04 6-9 >999 240 TOP CIH ORD 2x4 SP M 30 BOT CH ORD 2x4 SP M 30 WEBS I J 2x4 SP N0.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2= 187(LC 8), 5=-118(LC 8) i FORC TOP C� (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. bRD 2-3=-866/230 BOT C' QRD 2-6=-234/833, 5-6= 234/833 WEBS 3-6=0/287, 3-5= 913/257 BRACING- 4-U-`J Scale4= 1 3x4 = 5 PLATES GRIP MT20 244/190 Weight: 44 lb Fr = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purifns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wimr ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft L=36ft eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This, I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thi ii 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 fi between the bottom chord and any other members. 4) Refe ; to girder(s) for truss to truss connections. 5) Provj a mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 1871b uplift at joint and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 39 lb down and 58 lb up at 2-11, � 39 lbdown and 58 lb up at 2-11-0, 81b down and 101 Ib up at 5-8-15, 8 lbdown and 101 Ib up at 5-8-15, and 42 lb down and i 43 lb up at 8-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and B lb up at 2-11-0, 47 Ill down at 5-8-15, 47lb down at 5-8-15, and 31 lb down and 14111 up at 8-6-14, and 31 lb down and 14 Ib up t 8-6-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In th, I'LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ASE(S) Standard 1) Deal I+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unit m Loads (plf) -4=-54, 5-7=-20 Vert: 1 Conl ntrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®I ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Del va9d for use only Will MTel connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a IF bul ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is required for stability and to collapse with possible personal Injury and properly damage. For general guidance regarding the fa nays prevent Callon, storage, delivery, erection and bracing of trusses and truss systems, seeAlli lPll QualifyCrHeda, DSB-89 and Ill Butfding Component 6904 Parke East Blvd. Sa fV lnlormallwravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708837 M11412 KJAB MONO TRUSS 2 1 .. AA... Job Reference (optional) A A n o ";7 t. InA frinc Inn Cri A a 00•30 06 201a Onno 1 " Chamber i ru5s, inc., rail riujue, rL �. �.,v S 1v 1 i i cv, � ,r�, i �.. .. ..........w, ,, ,.,. , ,. ,.,.. ., .,....,.,..,., �., .., ..z.. . I D:kFvnsnOwY419ZhO_nM3lc6ylJgg-uzdHmL7KTdVNuyobwAQJ06J6n01D2b9d5jvhGlzTU2F 1-5-0 6-10-0 11.0-3 1-5-0 6-10-0 4-2-3 � Scale = 1:19.9 i 4 2.83 FIT 3x4 n 1 12 3 11 it 10 2 17-71 I, 13 14 6 15 5 2x3 II 3x4 = it 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADIN (PSI) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 43 lb FT = 20% LUMBE - BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS - I 2x4 SP No.3 REACT NS. (Ib/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) I FORCE . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. H TOP CiRD 2-3=-846/526 BOT CH RD 2-6=-520/815, 5-6=-520/815 WEBS! 3-6=0/268, 3-5�884/565 I NOTES' 1) Wind ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=12tt; B=59ft; L=36ft; eave=5ft Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - Thh, i truss has been designed for alive 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 etween the bottom chord and any other members. 4) Refe o girder(s) for truss to truss connections. 5) Prov, a mechanical connection (by others) of truss to bearing plate capable of withstanding 107lb uplift at joint 4, 321 lb uplift at joint and 202 lb uplift at joint 5. 6) Hang r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-1 1i 39 lb down and 58 lb up at 2-11-0, 8 -b down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 11 43 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb dowr16d 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 'I8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In th CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). iLOAD LOADSE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifd Loads (plf) ,' Vert: 1-4= 54, 5-7= 20 Con c ntrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B= 25) Walter P. Finn PE No.22839 MJTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® I ltl RN/NG - Veriltir design parameters and READ NOTES ON THIS AND rNCLUDEO MlTEK REFERANCE PAGE MIT-7473 rev. 10/03/20f5 BEFORE USE. DesW' � valid for use only with PAITek�ID cohnectors. this destgh B based ohly upoh parameters shown, and Is for an thdlvldudl bu�ding componeht, riot �' a Tr � system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullcc##��ng design. &acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is ald2ays required for siabfllTy and To prevent collapse wllh poss tNe personal Injury and property damage. For general guidance regarding the tabrttcc, orlon, storage, delivery, erecflon and bracing of trusses and Truss systems, seeANS//►p/t CuaBly CrBerla, OSB-09 and BCSI BuHdfng Component 6904 Parke East Blvd. Saldi Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 I� T13708820 M11412 A SPECIAL 1 1 Job Reference (optional) • GnamDer russ, Inc., ran tierce, rL i' 1-0- 8-6-0 -0- 8-6-0 I D:kFvnsnOwY419ZhOV nM3lc6ylJ9g-AnU456oOgK5C9pEOq?R_QPiK_7MkDFVfuOslop; 26-2-0 28-9-4 , 36-0-0 $7-0-Q 6-8-13 2-7-4 7-2-12 -0- , Sx12 MT18HS = j 5x= 8 3x6 \\ 4x5 = 4x6 = US= 4.00 12 3 4 24 255 6 7 26 27 8 3x4 9 I 23 L1I n 1 2 13 12 d 14 7x8 MT18HS = �I 16 15 4x4 = 3x4 x6 = 3x4 = 5x8 = 2.00 12 19-5-3 24-6-0 26-2-0 , 36-0-0 5-9-3 5-0-13 1-8-0 9-10-0 !-81[10:0-2-10 Edgel,l15:0-1-12,0-2-121 Scale = 1:63.0 28 10 11 nId' 10 4x10 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUMBE - BRACING - TOP Chill RD 2x4 SP M 30'Except• TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHRD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2_ 119(LC 10) Max Uplift 2= 846(LC 12), 10=-846(LC 12) FORCES.(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 2-3= 3338/2212, 3-4=-3134/2132, 4-5= 3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, II 8-9= 5629/3608, 9-10— 5945/3856 BOT OF, ORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-535/785, 5-15=-975/733, 5-14= 1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13-1260/1909. 8-12=-45/349, 9-12=-319/328 NOTES, 1) Unb nced roof live loads have been considered for this design. 2) Windy ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. 11; EA, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for merr; 1,ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provii Je adequate drainage to prevent water ponding. 4) All pl ;lies are MT20 plates unless otherwise indicated. 5) This 'i uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Thi 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 lbetween the bottom chord and any other members. 7) eearj II g at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify caps Ity of bearing surface. 8) Provl a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 , 10=846, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® I ARN G -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. f0/03/2015 BEFORE USE- ' Des Vaild for use only with M"ek� connectors. W, design Is based only upon parameters shown, and Is for an Individual buI rid ti component, not a tr' system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate mx design Into the overall bull Ing design. Bracing Indicated is To prevent buckI ng of Indivlduai truss web and/or chord members only. "MonaI temporary and permanent bracing MiTek" is al ays required for stability antl to prevent collapse wIth possible personal Injury and property damage. for general guldance regarding the fabt atlon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/rPII A.,l C,.W, "", and BCSr BuOd/ng Component 6904 Parke East Blvd. Sa41fY Inlormafbmvailoble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708821 M11412 Al SPECIAL 1 1 I Job Reference (optional) .. AM. „ n a U; _T InAl #Pine Inn Cri enr C. 09:29:40 2018 Penn 1 I cuss, Inc., Pori Pierce, FL �. �.,� S �.�— �., �,. �.�, , �,, n............... ......... . ..,, ., .,...�.,.... __ . _ _,_ . ID:kFvnsn0wY419Zh0_nM3lc6ylJ9g-ez2SISpl beD3mypbOiyDzdFasXixyoLo7gcl LFzTU2f 1-0-- 8-6-0 11-10-0 18.7-4 24-2-0 28-9-4 36-0-0 7-0- -0- 8-6-0 6-9-4 5-6-12 4.7-4 7-2-12 -0- r Scale = 1:63.0 5x6 = 3x8 = 5x6 = 4.00 12 4 P2 5 23 6 3x4 II 3x4 3 i 7 v fi ' 21 i o N1 2 �24� 8 9 IloP 7x8 MT18HS = 10 0 14 12 3x4 II 3x4 I j 13 x6 = 3x4 = 5x6 = 2.00 r12 4x10 = I 8-6-0 13-8-0 18-7.4 24-6-0 28-9-4 36-0-o 8-6-0 5-2-0 4-11-4 5-10-12 4-3-4 7-2-12 Plate Of sets X,Y -- 2:0-0-2,Edge], 8:0-2-10,Edge], 13:0-3-0,0-3-0 LOADI IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL i 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 2441190 BOLL 0.0 Rep Stress incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT = 20% LUMBE - BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. BOT C 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS IORD 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=138610-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 9= 846(LC 12) FORCE (ID) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5= 2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT OF, RD 2-14=-1935/3141, 13-14=-1610/2666, 12-13= 2399/3926, 11-12=-2400/3924, 10-11=-3499/5680,8-10=-3492/5669 WEBS III 3-14=-404/391, 4-14=-5077777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11— 641/463 1) Unbanced 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; EA, C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for mem Iers and forces E, MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov Ile adequate drainage to prevent water ponding. 4) All pl � tes are MT20 plates unless otherwise indicated. 5) Thisss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Thi' itruss 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 if I -between the bottom chord and any other members. 7) Bean bg at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify caps jty of bearing surface. 8) Prova mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 . 8=846. Walter P. Finn PE No.22839 WTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Des!' valld for use only with MlTe6� connectors. This design Is based only upon parameters shown, and Is for an Individual building component riot �" a ire bull system. Before use, the building designer must verlfy The applicability of deslgn parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is al, ng prevent ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabi ration, storage, delivery, erection and bracing of trusses and truss systems, seeANS MIf AualltyCdtetla, DSB-89 and BCSI BuOdfng Component 6904 Parke East Blvd. Sofotvinformallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 � T13708822 M11412 A2 SPECIAL 1 1 Job Reference (optional) i russ, mc., run v erce, rL Ifxb I D: kFvnsnOwY419ZhOv nM3lc6y1J9g-79cgW ogfMxLwO6OnyQTSVgnlAx2HhCxyMKLsthzTU2e 3-10-0 18-0-0 22-2-0 24-6-0 28-9-4 36-0-0 87-0-p 5-4-0 4-2-0 4-2-0 2-4-0 ' 4-3-4 7-2-12 1 -0-0 5x6 = 3x4 5x6 = = 4.00 F12 4 5 6 4x6 7 3x4 ! 3x4 3 8 22 15 14 3x4 11 5x8 = 2.00 F12 12 13 11 3x10 = 3x4 7x8 MT18HS = Scale=1:63.0 8-6-0 13.8-0 22-2.0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 8-6-0 2-4-0 4-3-4 7-2-12 Plate Of ets X,Y -- 2:0-0-6,Ed e , 9:0-2-10,Ed e LOADI G {psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.77 11-12 >564 240 Weight: 167lb FT=20% LUMBE I BRACING - TOP Cl'bRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS li� 2x4 SP No.3 REACT ONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=163(LC 11) Max Uplift 2= 846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP C FORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5= 2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8— 5359/3351, 8-9=-5963/3683 IORD BOT Cl 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, j 11 - 1 2=-3433/5679, 9-11=-3426/5669 W EBS l 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003, 7-13=-2219/1408, 7-12= 1137/1893, 8-12= 628/443 NOTE 1) Unbanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t; eave=51t; Cat. II; E C; Encl., GCpj=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for merrtiers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Prod �e adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Thi 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 Illbetween the bottom chord and any other members. 7) Bearpg at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify of cap QIty of bearing surface. 8) Prov a connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=8 . , 9=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Al IRN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MA'EK REFERANCE PAGE M11-7473 rev. 1a/03/20f5 BEFORE USE. Del valid for use only with MITeka connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a ti system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall lingdesign. but Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek° is a ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa cation, storage, delivery, erection and bracing of trusses and Truss systems, seeANS&VII Qual"yCr@erla, OSB-89 and BCSf BaQding Component 6904 Parke East Blvd. Sol ityfnformationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 11 22314. Tampa, FL 33610 IN Job Truss Truss Type Qty Ply CARLTON 299 T13708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) • Gnambel 5 truss' Inc., Fon fierce, t-u 1 - 8-6-0 1 0- 8-6-0 5x8 G 1 3 22 �12 CO o a 15 3x5 = 3x4 I I 4.00 F12 13-8-0 I D:kFvnsnOwY419ZhO vnM3lc6ylJ9g -bMACj8rH6FTmOGzzW 7?h22KxALNYQft5a_5PP8zTU2d ?0-2-0 24-6-0 28-9.4 36-0-0 87-0-Q 4-4-0 4-4-0 4-3-4 7-2-12 0-0 Scale: 3/16"=1' 5x6 = 5x6 = 4 5 5x6 6 5x6 W EI 3x4 7 8 a 12 �23� 9 13 7x8 MT18HS = 11 10 I 3x4 11 0 14 4x8 = 5x6 = 4x10 = 2.00 12 20-2-0 24-6-0 28-9-4 36-0-0 6-6-0 4-4-0 4-3-4 7-2-12 Plate Of ets X,Y -- 2:0-1-2,Ed e , 3:0-4-0,0-3-0 , 7:0-3-0,td e , 9:0-2-10,t0 e LOADI I,I (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167lb FT=20% LUMBE BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. I BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS II 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHER 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9= 846(LC 12) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C; DRD 2-3= 3371/2103, 3-4=-2633/1707, 4-5= 2803/1850, 5-6= 2968/1899, 6-8=-5371/3290, B-9=-5960/3616 BOTC'i DRD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14= 866/626, 4-13=-285/671, 5-13=-3791702, 6-13=-2706/1659, 6-12=-1094/1946, B-12=-611/435 NOTES 1) Unbe lanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59fh L=36ft eave=5ft Cat. 11; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for meI'l, : ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Proe adequate drainage to prevent water ponding. 4) All es areMT20 plates unless otherwise indicated. 5) This ss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • Thf 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 f-i� between the bottom chord and any other members. 7) Bea11!, g at joint(s) 9 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capty of bearing surface. 8) Pro a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=s 9=846, Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® ARMING - Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. De air bull 1 valld for use only with WOW connectors. lhls design Is based only upon patameters shown, and is for ah Individual building component, not system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ' ing deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � WeW Is al tab SahIf9lntormafforravailable ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ration, storage, delivery, erection and bracing of trusses and truss systems, seeANSUtPl1 CualllyCdtettu, DSB-89 and BCSI BuIldfng Component from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708B24 M11412 A4 SPECIAL 1 1 Job Reference (optional) s 1 russ, Inc., ion vierce, r-L o. i ov a rear i i cu i o ivu i cn a iuuau � , ice. � n r,N� u 5-2-0 1 4.00 12 5x6 = 6 4-3-4 Scale: 3/16"=1' 1 �Im IC, 0 16 15 3X1L " 3x5 = 3x4 11 5x8 = 2. 00 12 WO = 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5.2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Of sets (X Y)-- [2:0-1-2 Edge) [8:0-3-0 Edge] (10:0-2-10 Edge] [15:0-2-12 0-3-01 LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBE - BRACING - TOP C rRD D 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT C 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHER3 2x4 SP No.3 II REACT ONS. (lb/size) 2=1386/0-8-0, 10=138610-8-0 Max Horz 2= 207(LC 10) Max Uplift 2= 846(LC 12), 10=-846(LC 12) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C j RD 2-3= 3361/2183, 3-5=-2660/1831, 5-6— 2458/1735, 6-7=-2481/1719, 7-9= 5407/3513, 9-10=-5950/3765 BOT Cif I DRD 2-16=-1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13= 3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-731/1202, 7-14= 3120/2048, 7-13= 1130/1972, 9-13=-559/376 1) Unb nced 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=12ft; B=59ft L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7- zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pl ites are MT20 plates unless otherwise indicated. 4) This 'Vuss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) " Thi ;Itruss 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 fi between the bottom chord and any other members. (6) Bean ig at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify caps ty of bearing surface. 7) Provl a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 . 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd, Tampa FL 33610 Date: April 6,2018 ® `'• Desil RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE valid for use only with Mirel.� connectors. This design Is based only upon parameters shown, and Is for an Individual bui;ding component, not a Tr' bull system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design into the overall Ing design. Bracing Indicated Is to prevent buckling of Individual Truss web andlor chord members only. Additional Temporary and pennaneni bracing fVli'�ek' is al ys required for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the stability tabrl' atlon, storage, erection and bracing of trusses and truss systems, weANSUIPit Gual CrC Iw DSB49 and SCSI Bugdtrrg Compon®nf 6904 Parke East Blvd. Safe intormaincIvailabie trom Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 kll Job Truss Truss Type Oty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL 7 1 Job Reference (optional) Chambe " Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:44 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Xklz8psXesjUFa7MdY197TPG8834uW402HaW UOzTU2b 1-0- 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- 1-0- 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 0- III Scale = 1:61.9 4.00 F12 5x6 = . 6 3x4 25 5x6 3x6 5 24 5x6 WB� 7 3x4 4 8 3x4 3 9 26 � 23 13 10 71 N m W 1 7x8 MT18HS = 12 I 14 3x4 11 d 6 16 15 4x10 = 2.00 12 = x5 = 3x4 11 5x8 4x10 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Ofl sets X,Y -- 2:0-1-2,Ed e , 8:0-3-0,Ed e , 10:0-2-10,Ed e , 15:0-2-12,0-3-0 LOADI 11 G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 2441190 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT = 20% LUMBE - BRACING - TOP C 1 RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I 2x4 SP No.3 WEBS 1 Row at mjdpt 7-14 OTHEIj 11 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2= 208(LC 10) Max Uplift 2=-846(LC 12), 10= 846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C RD 2-3= 3361/2183, 3-5= 2660/1831, 5-6= 2450/1730, 6-7=-2472/1713, 7-9= 5407/3513, 9-10=-5950/3764 O BOT CITORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666,10-12— 3504/5656 WEBS 3-16=0/315, 3-15=799/546, 5-14= 355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13= 560/375 NOTES 1) Unbe 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=12ft; 13=5911t; L=36ft; eave=5ft; Cat. 11' E fi C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-71 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pl tes are MT20 plates unless otherwise indicated. 4) This I uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi 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 fj between the bottom chord and any other members. 6) Bear' ilg at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capa ty of bearing surface. 7) Prov', a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 I , 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,201 f ® II RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103V2015 BEFORE USE. De5I 7 vaild for use only with MITek®connectas. This design is based oniy upon parameters shown, and Is for an individual building component, net a it bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' is al ng prevent ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab anon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QualifyCifledd, DSB-69 and BCS1 BuOd/ng Component 6904 Parke East Blvd. Safe li Intonnotionovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 �I Job Truss Truss Type City Ply 299 T13708826 M11412 ATA COMMON 7 1 �CARITON Job Reference o tional Gnamt) 1 russ, Inc., 1-on Pierce, FL 8.130 s ma, , , 201 a rvu, en ,nuusu,es, ,nc, n, nP O va.11.11 111 O ­V. , I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-?xrLM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 1-0, 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-07-0-0 . 1-0 y 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 0- Scale = 1:61.0 4.00 F12 5x6 = 6 3x4 11 3x4 11 5 25 26 272817 7 3x6 � 3x6 3x4 % 4 8 3x4 3 9 24 29 N1 10 11 n Im O 17 16 15 30 31 14 13 12 O 4x6 = 4x6 = 3x8 = 3x4 11 3x8 = 3x8 = 3x4 11 8-1-1 13-10-2 22-1-14 27-10-15 36-0-0 8-1-1 5-9-1 8-3-12 5-9-1 8-1-1 Plate Of sets X,Y - 2:0-8-6,0-0-8 , 10:0-8-6,0-0-8 LOADINIG (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Ildetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES W B 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172Ib FT=20% LUMBE - BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACT[ S. (Iblsize) 2=143610-8-0, 10=143610-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCE, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10_ 3544/2053 BOT CH RD 2-17=-1812/3323, 15-17=-181213323, 14-15=-997/2104, 12-14= 182613323, 10-12= 1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14= 783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES , 1) Unbal ' nced roof live loads have been considered for this design. 2) Wind, SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft, Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7�, zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0 b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This tts has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This russ 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 6etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=791� 10=796. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 II �� W NING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTFEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Desk valid for use only with t lTelm- connectors. This design Is based only upon parameters shown, and Is for an IndlAdual building component, not a tru' system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall bullcilg design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Addlllonal temporary and permanent bracing M!Tek` Is alai iys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, storage, delivery, erection and bracing of Trusses and truss systems, seeANS&VII OualBy CrBeda, DSO-69 and BCSI BuildIng Component 6904 Parke East Blvd. Satat Intormatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i ss Truss Type Qty Ply CARLTON 299 T13708827 M11412 �� pB COMMON 1 1 Job Reference (optional) o ,On n hil— 11 ontfl nAiTek industries Inc Fri Anr R 09.29:46 2018 Pane 1 Ghambe, I russ, Inc., I -on Fierce, FL .., , , ,.., . .. - -'- - — ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-T7PjZVuoAT_C UtGIIz3dCu UgSytxMTuhVb3dYvzTU2Z 1-0� 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 7-0- 1_0_ g_1_1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 Scale = 1:60.9 4.00 F12 5x6 = 6 3x4 11 3x4 11 26 27 28 29 7 3x6 % 5 3x6 3x4 % 4 8 3x4 3 9 25 30 rI1 10 11 0 o j o 18 17 16 15 31 32 i4 13 12 3x6 = 3x6 = 3x5 = 3xs _ 3x4 11 6x8 = 6x8 = 3x4 11 8-1-1 13-10-2 15-2-0 21-1%0 22114 27-f0-15 36-0-0 8-1-1 5-9-1 1-3-14 6-8-0 0- - 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBEI BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTI NS. All bearings 0-8-0 (lb) - Max Herz 2= 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C bRD 2-3= 1239/757, 3-5= 4371333, 5-6= 432/448, 6-7=-272/773, 7-9=-3761778, 9-10= 334/220 BOT C LID 2-1 8=-587/1178,16-18=-587/1178, 12-14= 188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-8531614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-8901616, 3-18=-16/332 NOTES 1) Unba nced 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=12111; B=591t; L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-71 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.g1 b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This 11 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - Thi 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 etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2= „ 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 9904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 4u esk RNfNG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev. 10/0.3/2015 BEFORE USE. voild for use only with MITel,'V connectors. Thds design Is based only upon parameters shown, and is for an individual building component, not a tlii bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. &acing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is al' tab g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rc flon. storage. dellvery� erection and bracing of trusses and truss systems. seeANSfI711711 Quality Criteria, DSB-89 and BCS1 Building Component Tamp Parke East Blvd. Sa/e Intonnalibnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708828 M11412 ATC COMMON 1 1 Job Reference (optional) 1 oG I rues, mc., r-ort Tierce, rL .s. v.. .� ....�... ., ...... ................ ..._. ..... _ __.__.. _ —_ . _ - ___ _ I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-PW XU_Bv2i5EwkBQ7sO55HJaobmYPq NO_zvYkdozTU2X 811 13-10-2 18-0-0 22-1-14 27.10-15 36-0-0 $7� 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 -0-0 Scale=1:60.9 4.00 FIT 5x6 = 6 3x4 11 3x4 11 5 26 27 28 29 7 3x6 3x6 3x4 4 8 3x4 3 9 25 30 10 11 IrI, b9d0 18 i7 16 15 31 32 14 13 12 3x5 = 3x4 11 3x6 = 6x8 _ 6x8 = 3x6 = 3x4 11 3x5 = 8-1-1 1110-2 15-2-0 22-1-14 22 -7 27-10-15 36-0-0 8-1-1 5-9-1 1 3-14 6-11-14 0- -9 5-8-8 8-1-1 LOADII IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 110.02 15 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMB BRACING - TOP Ct RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT Ct ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACT ONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max 12= 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14= 866(LC 12), 10= 240(LC 12) Max Grav All reactions 250 lb or less at joints) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORC S. (Ib) -Max. Comp./Max Ten. -All forces 250 (ib) or less except when shown. TOP C ORD 2-3= 1239/757, 3-5= 437/333, 5-6= 432/448, 6-7= 272/773, 7-9= 376/778, 9-10= 334/220 BOT C ORD 2-18=-587/1178,16-18=-587/1178,12-14=-188/281,10-12=-188/281 WEBSI 6-14=-1096/683, 7-14= 303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTE' 1) Unb; hanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E; C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100 lb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thl 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 1I between the bottom chord and any other members, with BCDL = 10.0psf. 6) Pro' de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2= �1, 14=866, 10=240. Walter P. Finn PE No.22839 1I USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®V I RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGEMII-7473 rev. 101=015 BEFORE USE. Deg i at valid for use only With MiTekO cohnectots. This design is based only upon parameters shown, and Is for an Individual building component, not ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bIs ling of Illonal temporary and permanent bracing ual truss web and/or chord members only. ted Is to revent ling design. Bracing MOW required for to collapse Injury and property damage.general guidance carding the fa a erectnd deablys ionn cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIr GrroIByClBodo, DSB�89 and BCSI Building Component n, storage,s. s eANSLAjexanpli dd, and B an Strew e Poatet a East 6904 Parke East Blvd. q 22314.frsonal ote, systeSuite 1vin from 8 ses 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708829 M11412 i'I BHA COMMON 1 1 Job Reference (optional) s Truss, Inc., Fort Pierce, FL - 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-MufEPtxlEiUezVaW_pBZNkfGaZCNIFUHQDI ghgzTU2V 16-0-0 24-0-0 rt-O-Q 8-0-0 /2-0-0 14-0-11 15-6-0 18-0-0 20-0.0 i 22-0-022-1045 28-0-0 i _ 36-0-0 37-0-0 1-0-0 8-0-0 4-0-0 2-0-0 1-6_000-A 2-_o 2-0-0 2-0-0 0-10-15 4-0-0 8-0-0 1-1-1 Scale: 3/16'=1' 5x6 = 12 14 3x6 11 4x6 = 6x8 = 6x8 = 3x6 = 3x6 = 22-10-15 28-0-0 3x6 II 3x5 = Plate Offsets X,Y -- 2:0-0-2,Ed-1, 3:0-3-S,Ed e , 11:0-3-0,0-3-0 , 20:0-3-8,Edge], 21:0-2-8,Ed e , 25:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.83 Horz(CT) 0.04 21 n/a n/a BCDL II 10.0 Code FBC2017rfP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208lb FT=20% LUMBil TOP CRD 2x4 SP M 30 BOT CRD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 INS. All bearings 0-8-0 except Qt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 Ito or less at joints) except 2= 583(LC 8), 26= 1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250 lb or less at Joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Cl { RD 2-3=-2242/1142, 20-21=-14731724, 3-4=-213/718, 4-6— 213/718, 6-8=-213/718, 8-10=-213/718, 10-11= 213/718, 11-13= 213/718, 13-15— 213/718, 15-17— 213/718, 17-19= 87/610, 19-20=-87/610, 3-5=-199/422, 5-7= 112/391, 7-9= 33/344, 12-14=0/257, 16-18_ 67/301,18-20=-206/363 BOT CH RD 2-28= 971/2236, 26-28= 922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008, 17-25= 979l756, 3-28=-419/1254, 3-26=-3236/1698, 20-23=-458/1210, 20-25= 2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 1) Unbal'° nced roof live loads have been considered for this design. 2) Wind:' SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36111; eave=511; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provicle adequate drainage to prevent water ponding. 4) All pl es are MT20 plates unless otherwise indicated. 5) All plataes are 3x4 MT20 unless otherwise indicated. 6) This it ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This russ 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 fitl etween the bottom chord and any other members. 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 2 , 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. ' 9) Girdetarries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 11) Han>�er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0 0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the respinsibility of others. 12) In the! LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®W RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANcF PAGE M11-7473 rev. 1010312015 BEFORE USE Desto for Use only with Mi Tekb connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a 1 'system. IVoIld Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulld� g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is alw ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabriclion, storage, delivery, erection and bracing of trusses and truss systems, seeANSWPII QualityCi@eda, DSO-89 and BCS1 Buflding Component 6904 Parke East Blvd. Sole InformaRonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) I russ, Inc., t-on coerce, rL a. I aU s rvlal I I zU 10 Ivu I en II IUUSO Ias, a u:. ru r Pl o �a.ca.av cv I o raye c ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-MufEPtxlEiUezVaW_p8ZNkfGaZCNIFUHQDI ghgzTU2V LOAD CASES) Standard •1) Deadt Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo,, in Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=-47(F=-27), 23-32=-20, 3-12=-126(F= 72), 12-20=-126(F=-72) concentrated Loads (lb) I1 Vert: 28=-641(F) 23— 641(F) I VARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ,all De 11 vaild for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a T system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design Into the overall^ but In design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing j�g MiTek' Is fSc ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation,delivery,systems. DSB-09 BCSl8U0ding Component Blvd. y l f tma�rbV from Truss Plate Institute, 2 8 N. Lee Street, to 312, Alexandria. VAU 22314 rBerla, and Tampa, FL 3361 Job mi Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference o tionai RA:-, I--ri,.n Inn Cri Anr F n0.70•l;'i J - 1) Unb' lanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) PrQ %e adequate drainage to prevent water ponding. 4) All pates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Thy 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 f between the bottom chord and any other members. 7) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 Ib uplift at joint 3 and 799 lb uplift at joint 8. 8) Han, er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-101!0, 103 Ib down and 1701b up at 10-0-12, 103 lb down and 1701b up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 Ib dow and 170 Ib up at 16-0-12, 103 lb down and 170 lb Lip at 18-0-12, 103 lb down and 1701b up at 19-11-4, 103 lb down and 170 lb uj � at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 2 -2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-C. 12, 77 lb down and 1 lb up at 12-0-12, 77Ib down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb p at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb dow and 1 fb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The'',iesign/selection of such connection device(s) is the responsibility of others. 9) In Ili .'( LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADI ASE(S) Standard Walter P. Finn PE No.22839 M!Tek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. [�ARNING De '� Valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for on individual building component, not �' a 1 bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is q�ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the topprication• storage, delivery. erection and bracing of trusses and truss systems. seeANSOPIl Quality World, DSO-89 and RCS! Building Component SatstvintolmaRonuvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) I russ, Inc., fort werce, fL o. rou a 1-1 i i cui o in ii cn iuu uauica, un,. iii r.N, .. y� I D: kFvnsnOwY419Zh0_nM3lc6ylJgg-mTKN 1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?ZTU2S LOAD CI SE(S) Standard -1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) I,I Vert: 1-3= 54, 3-7=-54, 7-9= 54, 16-19= 20 Concentrated Loads (lb) Vert: 3— 137(B) 5=-103(B) 7_ 137(B) 14=-49(B) 15=-389(B) 10= 389(B) l l=-49(B) 22= 103(B) 24= 103(B) 26= 103(B) 27=-103(B) 28=-103(B) 29— 103(B) 31=-103(B) 33— 103(B)34— 49(B) 35=-49(B) 36=-49(B) 37= 49(B) 38=-49(B) 39=-49(B)40=-49(B) ®; I ARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Deg Ian valld for use only with Mtiel a conhectots. This design Is based only upon parameters shown, and Is for an individual (wilding component, not a f system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bul ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing M!Tek* Is ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa 1 Callon, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pli Qua/ByCre®da, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saletvin/ormatbtuvallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y �4 offsets are indicated. 6-4-8 1 dimensions 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. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 c2-3 IN4 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves o WEBS o� wide spacing, may require bracing, or alternative Tor I c p bracing should be considered. 0 c l' �'� O U 3. Never exceed the design loading shown and never Va» U stack materials on inadequately braced trusses. a 0 O_ 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 a6-7 C5-6 '- BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-11id' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, the environment In accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE _ ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10, Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 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 design. output. Use T or I bracing spacing Indicated on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14, Bottom chords require lateral bracing at 10 ft, spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIIIIIIISg 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. IndustryStandards: ANSI/TPI1: 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, Is not sufficient. DSB-89: Design Standard for Bracing. Building Component Safety Information, ---- -- -- _ —_ — __ - _ _ _-_ _ _ _ _ _ _ _ 20. Design assumes manufacture in accordance with ---ode to G0007-P=lV -- - or in _-- _ - - ali _C_riterla I_BCSI:_ Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M11-7473 rev. 10/03/2015