Loading...
HomeMy WebLinkAboutTRUSS DRAWINGSMETIek"' RE-, M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610-4115 Sit, i Information: Project Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Subdivision: Address: unknown CitSt Lucie County State: FL Geeieral Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special LoIdmg Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wi �d Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Ro Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. W itt, �l my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet con orms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No� Seal# Truss Name Date 1 T13708831 j2 4/6/18 2 T13708832 j4 4/6/18 3 T13708833 16 4/6/18 4 T13708834 18 4/6/18 5 T13708835 a8 4/6/18��2 ���N 6 T13708836 { p 4/6/18 7 J T13708837 kja8 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 1 T13708825 a5 4/6/18 14 T13708826 ata 4/6/18 15 T13708827 atb 4/6/18 . 16 T13708828 atc 4/6/18 `27- 17 T13708829 bha 4/6/18 F 1 18 T13708830 gra 4/6/18 1m: I The trqryss drawing(s) referenced above have been prepared by MrFek'USA, Inc. under my direct supervision ,`�tUtt111111� based it the parameters provided by Chambers Truss. ,�� 'CSR P p, fo, Truss esign Engineer's Name: Finn, Walter E.NS My li 'ense.renewal date for the state of Florida is February 28, 2019. ,�+ �� F••'•• 'ice Florid COA:6634 No 22839 IMPORT ANT NOTE: The seal on these truss component designs is a certification _ * •. that th `engineer named is licensed in the jurisdiction(s) identified and that the . design comply with ANSIIrPI 1. These designs are based upon parameters shown �ie.g., loads, supports, dimensions, shapes and design codes), which were O STATE OF given toy MiTek. Any project specific information included is for MiTek �� ,� •. A, customers file reference purpose only, and was not taken into account in the preparation of �� ••. 0 R % O • �N,�� these designs. MiTek has not independently verified the applicability of the design �� t�� param ters or the designs for any particular building. Before use, the building designer ,I���s ON AL %o should �„ erify applicability of design parameters and properly incorporate these designs �11111 Its %I into th overall building design per ANSI/TPI 1, Chapter 2. Walter P. Flnn PE,No. 22839 MiTek USA, Inc. FL Gert 6634 6904 Parke East'Blvd. Tampa FL 33610 April 6,2018 n�rp• 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply CARLTON 299 T13708831 M11412 j J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss !Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:54 2018 Page 1 I D:kFvnsnowY419Zh0_nM3lc6ylJ9g-Eful EE_plx_3S6tH DeCVXag4AAgxEFOsLr?2gRzTU2R 1_0_0 2-0-0 1-0-0 2-0-0 I Scale = 1:7.8 3 4.00 12 I 2 0 r 0 1 III 4 3x4 = 2-0-0 200 LOADING (psf ll SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER- 11 BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(1-C 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib -Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=59ft L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 2) This truss h 's 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 betw en the bottom chord and any other members. 4) Refer to gir, er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib plift at joint 4. i I I Walter P. Finn PE No.22839 f4irek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,201 E ® WAAN/N Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valll for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysf m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dE sign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 prevent Is always rc 6iulred 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, seeANSUIP11 AualdyCdt'etla, DSB-89 and BCSI BuIld/ng Component 6904 Parke East Blvd. Solely Info allonzivailable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 • T13708832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) nam e s nc., rorr tierce, rL ..... ..._.... - - I ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-A20Vfw?3pYEnhO1gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 1 0 0 4-0-0 100 400 4 3x4 = LOADING (psf)'i SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.01. Rep Stress Incr YES BCDL 10.01 Code FBC2017fTP12014 LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. (It NOTES- 1) Wind: ASC II; Exp C; E members a 2) This truss I, 3) . This truss will fit betw( I 4) Refer to gir, 5) Provide me 2and 7lbL SP No.3 SP No.3 4-0-0 CSI. DEFL. in (loc) I/dell Ud TC 0.37 Vert(LL) -0.01 4-7 >999 360 BC 0.37 Vert(CT) -0.02 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL) 0.02 4-7 >999 240 b/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical lax Horz 2=102(LC 12) lax Uplift 3= 77(LC 12), 2=-159(LC 12), 4_ 7(LC 12) lax Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING- Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Dpsf; h=12ft B=59ft; L=36ft; eave=5ft; Cat. 3I., GCpi=0.18; MW FRS (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 forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. las 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 in the bottom chord and any other members. ?r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint lift at joint 4. I Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNIN Design for Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ml1--7473 rev. 10/03/2015 BEFORE USE use only with MITek®connectors. lNs design Is based only upon parameters shown, and is for an Individual building component, not � vall a truss sysfe .Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de gn. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' prevent Is always r uIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcalbn,��torage, delivery, erection and bracing of Trusses and truss systems, seeANS&VII Qua/ByC11fedd, DSB-89 and SCSI BaQdfny Component 6904 Parke East Blvd. solely/ntonfrallonavaiiable from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type aty Ply CARLTON 299 T13708833 M11412 1 J6 MONO TRUSS 8 1 Job Reference (optional) u-namoers I I I r-on rrerce. rr_ ..... .....--- ..__, ..._..... - - ----- - - - ID:kFvnsnowY419Zh0_nM3lc6ylJ9g-fEattGOhasMeJacsunmC9CSYhOWfRc9J1 pDiRmzTU20 -1-0-0 6-0-0 Scale=1:14.3 3x4 = 4 LOADING (psf), SPACING- 2-0-0 CSI. TCLL 20.0 , Plate Grip DOL 1.25 TC 0.35 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0� 1. Rep Stress Incr YES WB 0.00 BCDL 10.01,I Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD �x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/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=-B(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) T Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6-0-0 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.05 4-7 >999 360 MT20 244/190 Vert(CT) -0.11 4-7 >652 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.11 4-7 >639 240 Weight: 20lb FT=2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; ECl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for members hi d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss (leas 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 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8,'Ib uplift at joint 4. 0% Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNINGI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE Mll-7473 rev. 10/03&015 BEFORE USF_ Design vail'' a truss syste �Ifor use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not n. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de gn. Bracing indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA T ee'' Itl101eR• Is always r 1 'aired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcalk i,' 'torage, delivery, erection and bracing of trusses and Truss systems, seeANS/ MIJ ®aallly Ct/leda, DSB-89 and SCSI BDUdfng Component 6904 Parke East Blvd. Safely Into rntaBon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 T73708834 M11412 Je MONO TRUSS 11 1 Job Reference (optional) I L namoers i fuss. nc., rorr rrerce, IL- ID:kFvnsnOwY419ZhCLnM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L 1_0_0 8-0-0 ' 100 800 Scale=1:17.4 3x4 % 4 LOADING (psf),'.I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER- i TOP CHORD 4 SP M 30 BOT CHORD 4 SP M 30 7-0.0 CSI. DEFL. in (loc) I/defl Ud TC 0.61 Vert(LL) -0.14 4-7 >676 360 BC 0.47 Vert(CT) -0.30 4-7 >310 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL) 0.26 4-7 >368 240 PLATES GRIP MT20 2441190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE,I -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; En "I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for members an 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 as 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 betwe it the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mec ianical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 1 ; Ib uplift at joint 4. Walter P. Finn PE No.22639 M7ek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 WARNING'- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. laV12015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall .. building de gn. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always rec uIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, ;orage, delivery, erection and bracing of trusses and truss systems, mANSU1Pl1 CuaRlyCrBedo, DSB-89 and BCSI BuOdIng Component 6904 Parke East Blvd. safraty InfarmaBarnvallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 i Truss Truss Type Qty Ply CARLTON 299`T13708835 F1.1ob 412 JAB MONO TRUSS 11 1 - Job Reference (optional) 6.., Gi n... C nnAn•M onto D� 0 1 unamoers I russ, Inc., t-OR Ylerce, rL ..._. ..... . _ _ I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcNQ9uyRBwaXzTU2K -1-0.0 7-10-0 1-0-0 7-10-0 Scale = 1:17.2 a 3x4 = 7-10-0 I LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.01" ` Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.OI'' Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26lb FT=20% j LUMBER- BRACING- TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD I x4 SP M 30 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. i(Ib/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) tUplift 3= 170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=59ft; Lr36ft; eave=5ft; Cat. 11; Exp C; E cl., 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 members a d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h' s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss bias 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 bet we n the bottom chord and any other members. 4) Refer to girdsr(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at j joint 2 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 ® WARNIN Design vall Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012816 BEFORE USE. 'for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss systei 6. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building Ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, delivery, erection and bracing of trusses and truss systems, seeANSW11 Cual(ly ClBeda, DSB-89 and BCSI Building Component Safety into aBouavcllable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 , Truss Truss Type City Ply CARLTON 299 ,Job T13708836 �M11412 KJ8 MONO TRUSS 2 1 I Job Reference (optional) (unamaerS I rusS,rinc., ron h'ferce, rL LOADING (p; TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (It TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASC II; Exp C; E 2) This truss 1- 3) ` This truss will fit betw( 4) Refer to gir, 5) Provide me joint 2 and 6) Hanger(s) c 2-11-0, 39 1 and 143 lb i and 28 lb ul lb up at 84 7) In the LOA[ LOAD CASE( 1) Dead + Roc Uniform Lai I D:kFvnsnOwY4I9ZhO_nM3lc6ylJ9g-T0x97J5SAi7ol V40E1 tcOTicPpj DrFFBPigOf0zTU21 11-3-0 7-2-7 4-0-9 Scaled 1: 2.83 12 3x4 12 3 i 11 I 10 2 13 14 6 15 2x3 3x4 = 3x4 = 5 I 7-2-7 11-0-12 11-3r0 7-2-7 3-10-5 0-2-4 SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 * Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a Code FBC2017/fP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb FT=20% BRACING- x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. x4 SP No.3 b/size) 4=90/Mechanical, 2--462/0-11-5, 5=406/Mechanical lax Horz 2=178(LC 8) lax Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-866/230 2-6=-234/833, 5-6= 234/833 3-6=0/287, 3-5=-913/257 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. I., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. r(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 4, 187 lb uplift at 8 lb uplift at joint 5. other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at down and 58 Ito up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down at 8-6-14, and 42 lb 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 at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. DASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 s (Pit) 1-4=-54, 5-7= 20 Loads (lb) 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, Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 WARNINtl Design valid Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss systei building i. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall gn. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always r prevent 'ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication„ forage, delivery, erection and bracing of trusses and truss systems, seeANSWII CuallfyCdfeda, DSB-89 and BCSI Bulid/ng Component 69D4 Parke East Blvd. Safetvintotrnall'onavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 ilob Truss Truss Type City Ply CARLTON 299 T13708837 M11412 KJAB MONO TRUSS 2 1 Job Reference (optional) .: A,.. a .9n.nC OMQ Dom. 1 , cnamoers iruss,linc., ron rierce, rL I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-uzdHm L7KTdVNuyobwAQJ06J6nOl D2b9d5jvhGlzTU2F 11-0-3 _ 4-2-3 Scale = 1:19.9 4 rT- i I 2.83 12 12 ' I 3x4 i 3 I I 11 I 10 2 Hl I 13 14 6 15 5 2x3 II 3x4 = 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADING (psf)'I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 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 FBC20171TP12014 Matrix -MS Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. '(lb/size) I 4=106/Mechanical, 2--f47/0-11-5, 5=385/Mechanical Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2= 321(LC 8), 5=-202(LC 5) I FORCES. (lb) '= Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-846/526 BOT CHORD 12-6=-520/815, 5-6=-520/815 WEBS 1 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASC �/ 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 l 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss jT'as 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 bet we In the bottom chord and any other members. 4) Refer to girdd r(s) for truss to truss connections. 5) Provide me( hanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 2 2 lb uplift at joint 5. 6) Hanger(s) o 'other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 It� idown and 58 lb up at 2-11-0, 8 lb 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 143 lb u 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 down and 3 Ilb 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 B8-1 at bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOi CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roo' Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Very i 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vey 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, Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNIN ILL Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE Design vatic for use only with MlTeke connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss sysie building de .Before use, the bullding designer must verify the applicability of design parameters and properly incorporate 1hLs design Into the overall gn. Bracing Indicated Is to bu."ing of indiv(dual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always re4 prevent ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,forage, delivery, erection and bracing of trusses and truss systems, seeANSW11 Gua/ByCdteda, DSB-89and BCSI BuOdfngComponent 6904 Parke East Blvd. Sofelyrf) ortrlatronovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CAR LTON 299 i T13708820 M11412 A SPECIAL 1 1 Job Reference (optional) unamuers i russ, mc., III nerve, 11 1-0• 8-6-0 0- 8-6-0 I I 4.00 F12 10-0 13-8-0 -4-0 3-10-0 5x8 = 3x6 \\ 3 4 24 16 3x4 = 4x5 = 255 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-AnU456oOgK5C9pEOq?R_QPiK_7MkDFVfuOslopzTU2g 26-2-0 28-9-4 , 36-0-0 6-8-13 2-7-4 7-2-12 -0-0 4x6 = 4x5 = 6 7 TLI 14 4x4 = 2.00 12 19-5-3 5xl2 MT18HS = 26 27 8 3x4 9 13 12 7x8 MT1 BHS = 3x4 = , 26-2-0 , 36-0-0 Scale = 1:63.0 28 10 11 n rn Io r 4x10 = LOADING (psf)" SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 ,I Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0,1 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.01I Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 nla n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied. 8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=138610-8-0 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 CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16= 1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, l 12-13= 3301/5421, 10-12— 3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-5351785, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC�'i7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Enlcl., GCpi=0.18; MW FRS (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 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 MT20 plates unless otherwise indicated. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss,as 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 betwe n the bottom chord and any other members. 7) Bearing at j( int(s) 10 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacityof t Baring surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 10=f 46. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARN/NGI Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid jor use orgy with IVIII connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss syste' bullding des . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall On. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always rec prevent uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation,., forage, delivery, erection and bracing of trusses and truss systems, seeANSI/1Pll CualByCrBeda, DSB•89 and BCSI Bullding Component 6904 Parke East Blvd. Safety lntomtoNonavailable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T1370B821 M11412 Al SPECIAL 1 1 Job Reference (optional) a . 5x6 = 3x8 = 5x6 = 4.00 12 4 22 5 23 6 3x4 11 3x4 3 7 v j i 21 24 m v 1 �1 2 11 7x8 MT18HS = 10 8 9 u Io r}j 14 12 3x4 I 3x4 II 13 3x6 = I Ili 3x4 = 5x6 = 2.00 12 4x10 8-6-0 13-8-0 18-7-4 24-6-0 28-9-4 36-0-0 i 8-6-0 5-2-0 4-11-4 5-10-12 4-3-4 7-2-12 Plate Offsets X Y -- 2:0-0-2 Ede 8:0-2-10 Ede 13:0-3-0 0-3-0 LOADING (psf I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.G Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.(1 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0A Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 nla n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. BOT CHORD 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 5-13 REACTIONS. i(lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Harz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8— 846(LC 12) FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 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 CHORD '1 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 3-14= 404/391, 4-14= 507l777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, i 6-11=-849/1449, 7-11=-641/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Er cl., GCpi=0.18; MW FRS (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 members ar d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade juate drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) This truss h�s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss'. as 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) Bearing at J�Iearing mt(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of surtace. 8) Provide mehanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=846, 8=846. li Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 WAR N/N I - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE. Design valk n for use only with MlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a muss syste building de . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Ign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re, prevent juired for stabliity 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, seeANSWII CualByCrBerkr, DSB.89 and SCSI BUSding Component 6904 Parke East Blvd. Safety InroiraaBon3vallable 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) Chambers Truss; Inc., Fort Pierce, FL 8.130 6 Mai r r �V ! o rvu I r� IU-1 - N �..t I D:kFvnsnOwY419Zh0_nM3lc6yiJ9g-79cq W ogfMxLwO6OnyQTSVgnlAx2HhCxyMKLsthzTU2e 1-0- 8-6-0 -2-2-0 4-6-0 94 36-0.0 -0 -2-12 0- 22-0 224-0 43-7 -0- 8-6-0 1% 240 4 I I Scale=1:63.0 5x6 = 5x6 = 3x4 = 4.00 12 4 5 6 4x6 � 7 3x4 3x471 C 3 8 i v 23 22 12 u> 2 13 9 10 o) 1 11 71 T" i C9 0 3x10 = 3x4 11 r 0 15 14 7x8 MT18HS = i 3x4 11 5x8 — 4x10 = 3x6 = 2.00 12 13-8-0 Plate Offsets I'1 8-6-0 5-2-0 Y -- 2:0-0-6 Ede 9:0-2-10 Ed e 8-6-0 2-4-0 4-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0Iij Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.OI Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 0.01 t Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n1a BCDL 10.01 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puriins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS ' �x4 SP No.3 REACTIONS. !(Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9— 846(LC 12) II FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 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 BOT CHORD 2-15=-1909/3146, 14-15— 1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12— 3433/5679,9-11=-3426/5669 WEBS 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 NOTES- 1) Unbalanced 'roof live loads have been considered for this design. 2) Wind: ASC 17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 members ard forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss 1 as 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 betwe n the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of t Baring surface. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=846, 9=8 6. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARN/N Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valb for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss sysie . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Wilding gn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {ViiTek° is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeANSWII' CualltyCi f®da, DSB-89 and BCSI Bufld/ng Component 6904 Parke East Blvd. Safety Into allonavailab�le from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708823 M11412 A3 SPECIAL 1 1 Job Reference o tional cnamoers i russ; mc., r-orr rrerce, rL 11-0-0 ICI 8-6-0 22 In 2 1 �1 o i 3x5 5x8 3 15 3x4 11 7-4-0 4.00 12 5x6 = 5x6 = 4 5 ZS 5x6 6 5x6 W B 7 3x4 8 12 13 7XBMT18HS= 11 14 4x8 = 3x4 11 5x6 = 2.00 12 20-2-0 36-0-0 23 Scale: 3/16"-V 4x10 = LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.6� I Plate Grip DOL 1.25 TIC0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.�; Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL O.O1,' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.01,1 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD I 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 6-13 OTHERS 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) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5= 2803/1850, 5-6=-2968/1899, 6-8= 5371/3290, 8-9=-5960/3616 BOT CHORD 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=-379/702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 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; Exp C; E ,cl., 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 members a tl forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade 'uate drainage to prevent water ponding. 4) All plates at MT20 plates unless otherwise indicated. 5) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betwe n the bottom chord and any other members. 7) Bearing at j( int(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of eating surface. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=846, 9=8¢6. Walter P. Fnn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING Design vats i Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �� a truss syste building design. for . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always required fabrication. prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 51orage, delivery, erection and bracing of trusses and truss systems, seeAN8U1PI1 CualdyCdleft DS849 and BCSI Bu9d/ng Component 6904 Parke East Blvd. safetylnto'. { o/lonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708824 M11412 A4 SPECIAL 1 1 Job Reference (optional). unamoers I russ„Inc., Fon Fierce, rL 1.00 8-6-0 0- 8-6-0 i 23 2 �1 6 i I 3. I l = 4.00 FIT 3x4 3x6 % 5 24 =ft 4 15 3x4 11 Sx8 = 8-6-0 13-8-0 O. IOU O IVIQI 1 1 LV 10 IVII I - IIIUUDO1-. 11 f F. U U , uy , I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3YkbxUrvtYbddOYA3rW waFt5Oljr93vFpegzxazTU2c 24-6-0 28-9-4 36-0-0 37-0-0 5x6 = 6 14 3x12 = 2.00 12 25 5x6 C 5x6 W B 3x4 zzz 9 Scale: 3/16°=1' 26 I 13 �3x4? 1011�o7x8 MT18HS = o 4x10 = 28-9-4 36-0-0 4-3-4 7-2-12 Plate Offsets (XIY)-- r2:0-1-2 Edge], r8:0-3-0Edgel 110:0-2-10 Edge], rl5:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid 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 i 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 FBC2017frPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puriins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2= 207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) 11 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 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 CHORD 2-16= 1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 1 12-13=-3510/5666, 10-12= 3504/5656 WEBS i,3-16=0/315,3-15=-799/546,5-14— 344/260,6-14=-731/1202,7-14= 3120/2048, l 7-13=-1130/1972, 9-13_ 559/376 I NOTES- 1) Unbalanced r6of 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. 11; Exp C; En I., 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 21-7-3 zone; C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates ar MT20 plates unless otherwise indicated. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betwe n the bottom chord and any other members. 6) Bearing at jo nt(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of b )aring surface. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 10=8 .6. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING IVerrty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE -- Design valid ruse only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Iff a truss syste Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desl n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6TeW Is always req Ared for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, s brage. delivery, erection and bracing of trusses and truss systems, seeANS&VII CaaldyCtBedd, DSB-89 and =1 Btr9d)ng Component 6904 Parke East Blvd. Safety lnfaiMallonavallable from Truss Plate institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 q T13708825 M11412 A5 SPECIAL 7 1 Job Reference (optional) ,. AA,.. 14 OMO AAiTnL- lnrl"Strinc Inc Fri A 6 09:29•44 2018 Pap 1 Pap Chambers i rusS 1-O-Q pic., I rui L Nlefue, r-L 8-6-0 13-8-0 18-0-0 -_.�_... _- . _ _ ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Xklz8psXesjUFa7MdY197TPG8834uW402HaW UOzTU2b 24-6-0 28-9-4 36-0.0 37-0-Q ir0-� j 8-6-0 5-2-0 4-4.0 - 6-6-0 4-3-4 7-2-12 0Cf 1 Scale = 1:61.9 I 4.00 12 5x6 = 6 3x4 24 25 5x6 3x6 5 5x6 WB� 7 3x4 4 8 3x4 3 9 I i 23 26 I 13 2 10 11IN N, lo, 7x8 MT18HS = 12 14 3x4 I mo 16 15 410 3x5 = 3x4 I I 5x8 = 2.00 12 4x10 = I 8-6-0 13-8-0 18.0-0 24-6-0 , 28-9-4 36-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.60 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 FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBER- BRACING - TOP CHORD x4 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 PX4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/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. (Ib) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7= 2472/1713, 7-9= 5407/3513, 9-10=-5950/3764 BOT CHORD 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) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC i7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; En l., 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 21-7-3 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates ar( �MT20 plates unless otherwise indicated. 4) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss It as been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at j i�t(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide medhanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 10=1�46. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING Verity design parameter; and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev. 101OW015 BEFORE USE. Design valid For use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss sysTe '. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdes n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always rec ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication orage. delivery, erection and bracing of trusses and truss systems, seeANSWIT AuafflyQfeda, DSO 89 and SCSI SUMV Component 6904 Parke East Blvd. Safety /nfonnoffonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708826 M11412 ATA COMMON 7 1 A Job Reference (optional) L.-namoers I russ, 1-0- 1-0- 11 I I 24 t-on coerce, t-L •1-1 13-10-2 3x6 3x4 4 3 �1 17 3x4 11 16 15 4x6 = 3x8 = I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-?xrLM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 22-1-14 27-10-15 36-0-0 37-0-Q 4-1 1� 5-9-1 8-1-1 -0-0' Scale = 1:61.0 Sx6 = 6 3x4 11 2728 7 3x6 C 8 3x4 Z\ 9 29 10 11 `n IC6 30 31 i4 13 12 3x8 = 4x6 = 3x4 11 3x8 = 22-1-14 27-10115 36-0-0 8-3-12 5 9-1 8-1-1 Plate Offsets (XY)-- f2:0-8-6 0-0-81 f1O:0-8-6 0-0-81 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0„ I Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172lb FT=20% LUMBER- I BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2'x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS tax 4 SP No.3 ' REACTIONS. b/size) 2=1436/0-8-0, 10=1436/0-8-0 Harz 2=-208(LC 10) Max Uplift 2= 796(LC 12), 10=-796(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 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 CHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15= 997/2104, 12-14=-182613323, I10-12=-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 I I NOTES- 1) Unbalanced of 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; Exp C; En I., GCpi=0.18; MW FRS (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 21-7-3 zone; -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I11b) AC nit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss I as 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec'Ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=796, 10=7 j6. ® WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valldl or use only with MiTek® connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component not OtFUSSsysten I Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desi in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6 always req ilred for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the tabdCatlan, s orage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPiI ®aalfly CrBeda, DS"9 and BCSI Buildlag Component Safety Inform Bonavailabfe from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek° 6904 Parke East Blvd. Tampa, FL 33610 April 6,2018 Job Truss Truss Type Qty Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 1 Job Reference (optional) L namoers ...... i 1-0- 1' 0-0' J i I, M1 2 o — 3x5 = 25 ran r,e,ce, rL 8-1-1 3x6 3x4 4 3 /_' 18 3x4 11 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-T7PjZVuoAT CUtGIIz3dCuUg5ytxMTuhVb3dYvzTU2Z 18-0-0 22-1-14 27-10-15 36.0-0 37-0- 4-1-14 4-1-14 5-9-1 Q 8-1-1 0-0' Scale=1:60.9 4.00 12 5x6 = 6 3x4 11 3x4 11 5 2627 28 29 7 3x6 8 3x4 9 30 10 11 0 I� 0 17 16 15 31 32 14 13 12 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 = 10-2 15-2-0 21-10-0 22114 27-10-15 36-0.0 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 (loc) I/defl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 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/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD ' x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP N0.3 WEBS 1 Row at midpt 6-14 REACTIONS. 'I All bearings 0-8-0. (lb) - flax Horz 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) FORCES. (lb) T Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7= 272/773, 7-9= 376/778, 9-10=-334/220 BOT CHORD 2-18=-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= 853/614, 9-12= 13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC !i7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. If; Exp C; En ,I., 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 21-7-3 zone; -C for members and forces 1£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC dhit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss lias 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 betwe' I the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=666, 10=240. Walter P. Finn PE No.22639 NliTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 INAANINGI -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev, f0/03/2015 BEFORE USE Design validI��or use only with MITek1 nnectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss systerti. building dessssllllg„,, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall &ac(ng Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ���ek' n. Is always rec uIred fabrlcatlon, storage, prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSMIJ QualityClBeda, DSB 89 and SCSISuUdhV Component 6904 Parke East Blvd. safety fnfennaRonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply ARLTON 299T13708828 M11412 ATC COMMON 1 ECb Reference (optional) LnamOers I russ, Inc., r-orr rlerce, r-L I 1-0- 8-1-1 1-0 8-1-1 I ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-PWXU- Bv2i5EwkBQ7sO55HJaObmYPgNO_zvYkdozTU2X 18.0-0 22-1-14 27-10-15 36-0-0 37-0- 4-1-Y4 4-1-14 5-9-1 8-1-1 -0-0 ' 4 4.00 12 5x6 = 6 3x4 11 3x4 I I ,27 28 29 ' 3x6 % 5 7 3x6 3x4 % 4 8 3x4 i 3 9 I 25 n1 2 i 0 18 17 16 15 31 32 14 13 12 j 3x4 3x6 = 6x8 = 6x8 = 3x6 = 3x4 I 3x5 = 30 Scale=1:60.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 'x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Harz 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 Gram All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) d FORCES. (lb) '� Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD r 2-3= 1239/757, 3-5=-437/333, 5-6= 432/448, 6-7=-2721773, 7-9=-3761/78, 9-10=-334/220 BOT CHORD . 2-18= 587/1178, 16-18= 587/1178, 12-14= 188/281, 10-12=-188/281 WEBS 16-14=-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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE ,]-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; En l., GCpi=0.18; MW FRS (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 21-7-3 zone; ,-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC L nit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss he s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betwef i1 the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 14=13 6, 10=240. ® WARI Design \ a truss s1 building Is aiway 1 fabricatl Safety 0 Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev, 10/03,2016 BEFORE USE ,r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,rage, delivery, erection and bracing of trusses and truss systems, seeANSMI1 Cua/CyCilfedd, DSO-89 and BCS1 Sul(ding Component ifibnovallable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: WeW 6904 Parke East Blvd. Tampa, FL 33610 April 6,2018 Job Truss Truss Type Qty Ply CARLTON 299 ' T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) (:;namoers i russ, Inc., rorr tierce, rr- . ,­, .. . ,Y.„ „. ,,... — I F. uy� I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-MufEPtxI Ei UezVaW_p8ZNkfGaZCN IFUHQD 1 ghgzTU2V 16-0-0 24-c-o 1-0- 6-0-0 12-0-0 14-0-0 15-6-0 18-0-0 20.0-0 22:2 -10- 5 28.0-0 36-0-0 7-0- 1-0-0 8-0-0 4-0-0 2-0_0 1-6-00-6- 2-0-0 2-0-0 2.0-0 0-10-15 4-0-0 8-0-0 1-0-0 1.1-1 Scale: 3116"=1' 5x6 = 9 12 14 7x10 MT1 BHS :r- 7 16 5 18 4.00 12 3x6 I 5 c = x 7xl0 3 8 I 0 17IL 20 m 2 21 22 1D N 1 l- o d 28 27 26 25 24 23 3x6 11 4x6 = 6x8 = 6x8 = 3x6 11 3x5 = 3z = i 3x6 = 8-0-0 15-6-0 22-10-15 28-0-0 36-0-0 8-0-0 7-6-0 7-4-15 5-1-1 8-0-0 ,_Elate Offsets (X Y)-- [2:0-0-2 Edge) [3:0-3-8 Edge1 [11:0-3-0 0-3-01'[20:0-3-8 Edge) [21:0-2-8 Edge], [25.0-3-8 0-3-01 LOADING (psf) II SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.01 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 I` Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n1a n/a BCDL 10.01 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208lb FT = 20% I LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 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 REACTIONS. ,; All bearings 0-8-0 except Qt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2= 583(LC 8), 26— 1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) j 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21= 1473/724, 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=-213r718,15-17-213/718, 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 CHORD I2-28= 971/2236, 26-28= 922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 1 8-26=-1333/1008, 17-25=-9791756, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 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; Exp C; E cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) All plates ar ' MT20 plates unless otherwise indicated. 5) All plates ar,'3x4 MT20 unless otherwise indicated. 6) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss gas 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 betwe',n the bottom chord and any other members. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 125 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical urtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) jr other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, an l967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibil ty 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 Mi fek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARN/NL Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 101032015 BEFORE USE. Design valld for use only with MITek® connectors. This design is bxrsed only upon parameters shown, and Is for an individual building component, not �� a truss Sys building des . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall On. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" k always rec prevent ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the forage, delivery, erection and bracing of trusses and truss systems, seeANS&7PI1 Quality Criteria, DS"9 and SCSI SuQding Component 6904 Parke East Blvd.fabrication, Safety rnfanr affanavallabte from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 i Job Reference (optional) unamDers I russ,IInc., rOn coerce, r'L ID:kFvnsnOwY4I9Zh0_nM3lc6ylJ9g-MufEPtxlEiUezVaW_pBZNkfGaZCNIFUHQDI ghgzTU2V I LOAD CASE(S) Standard 1) Dead + Roof 've (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load 1(pit) 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 oads (lb) Vert:, 8 641(F) 23— 641(F) i I , ® WARNIN Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/03,2015 BEFORE USE. Design vall for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste ' . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de gn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always r Ired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Cua►9yCiBedd, DSB-89 and BCS1 Building Component Safety Inton h,offanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 j Job Reference (optional) GnamDerS I russ, Inc., FOfr t'lerCe, rL _F1 � ­­­ — - ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S 1 1-0- 7-10-0 13-8-0 18-0-0 22-4-0 28-2-0 36-0-0 37-0- 0- 7-10-0 5-10-0 4-4-0 4-4-0 5-10-0 7-10-0 i-0- Scale=1:61.9 5x8 MT18HS = 5x8 MTI8HS = .00 12 3x4 11 Sx8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 I V u,1 2 I N 8 9 ur 6 6 15 34 14 13 35 36 37 38 12 3911 40 10 3x5 = 3x4 II u 4x6 = 6x12 = 6x12 4x6 = 3x4 II 3x5 = ' I 7-10-0 13-8-0 22-4-0 28-2-0 36-0-0 7-10-0 5-10-0 8-8-0 5-10-0 7-10-0 Plate Offsets (X1Y)-- 13:0-5-4 0-2-81 (5:0-4-0 0-3-0) 17:0-5-4 0-2-81 LOADING (psf)'' SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 2441190 BOLL 0.0 " Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD ;�z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. I WEBS �x4 SP No.3 -Except' WEBS 1 Row at micipt 3-13, 5-13 1316-12, 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 ax Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8= 799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) I FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD I12-3=-369/211, 3-4= 1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 12-15=-196/311, 13-15= 201/342, 12-13= 246/452, 10-12=-158812818, 8-10= 1578/2786 WEBS 13-15— 181/648, 3-13= 2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12= 558/375, 7-10=-184/651 NOTES- 1) Unbalanced of 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. 11; Exp C; En I., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade( uate drainage to prevent water ponding. 4) All plates ar IMT20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betwe n the bottom chord and any other members. 7) Provide mec ianical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 769 lb uplift at joint 8. 8) Hanger(s) or; other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb. down and 170 lb up at 10-0-12, 103 fib down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 17 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up 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 28-2-0 or) fop chord, and 340 fib down and 223 lb up at 7-10-0, 77 Ito down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 I J down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 fib up at 16-0-12, 77 lb down and 1 lb up at 1 0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 771b down and 1 lb up at 23-11-4, 77 lb down and 1 13 up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 fib down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES iI Standard Walter P. Finn PE No22839 MjTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M71-7473 rev, 10/032015 BEFORE USE -- Design valid, or use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual twllding component not �� a truss syslerr Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desil In. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always reg4fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Qua/By0"dn, DSB-09 and SCSI8uQdhv Component 6904 Parke East Blvd. Safety inforil6flonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tama, FL 33610 Job Truss Truss Type aty Ply CARLTON 299 ' T13708830 M11412 L— GRA HIP 1 1 Job Reference (optional) cnamoers i russ, qrc., run r-rerce, rL ,,.., � ,.,- , , ,.,, , - . ,.......... _ ._ -- -- - - - - I D:kFvnsnOwY419ZhO-nM3lc6ylJ9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2n BxVb6j6BFUi7zTU2S I � LOAD CASE(S)' Standard 1) Dead + Roof I ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads, (plf) Vert:', 11-3=-54, 3-7-- 54, 7-9=-54, 16-19=-20 Concentrated loads (lb) Vert: 137(B) 5-1 03(B) 7=-137(B) 14=-49(B) 15= 389(B) 10=-389(B) 11 =-49(B) 22=-1 03(B) 24— 103(B) 26— 103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31=-1�03(B) 33=-103(B) 34— 49(B) 35=-49(13) 36=-49(B) 37— 49(B) 38=-49(B) 39= 49(B)40=-49(B) i ® WARNIN Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. f0/03i2015 BEFORE USE Design vali for use only with MITekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss syste,6. Before use, the building designer musT verity the appllcab0lfy of design parameters aril properly Incorporate this design Into the overall twiiding design. &acing IndlcaTed Is to prevent buckling of Individual buss web and/or chord members only. Additional Temporary and permanent bracing {VOW Is always re ulred Tor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Tabrlcaflon. torage, delivery, erection and bracing of trusses and imss systems, seeANSUIPi► CualHy Crlleda OSO-89 and SCSI Building Component safety fnrotroaNanavailable from Truss Plate Insiilute. 218 N. Lee SireeT. 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 14 offsets are indicated. 6-4-8 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 BCSI. i 0-�Id c1-2 cgs 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves o WEBS q3� 4 wide truss spacing, may require bracing, or alternative Tor I c y v 0 '' bracing should be considered. ° ��1 3 O U 3. Never exceed the design loading shown and never inadequately braced trusses. dap stack materials on a 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c56 ~ BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/0 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 JOINTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In M�7ek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire treated, lumber. ICC-ES Reports: use with retardant, preservative or green 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 output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no 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. s 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1; National Design Specification for Metal 19. Review all portions of this design (front, back, words - _ -— -- - - -- --_ - --- — -- tc�teonrrect�dV'3aadTrr�ssConstrtretiron— --- —__ _ — — _qnd pictu(es) before use._Reylewing_�ictures alone — — — -- - s no sufficient. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent Safety Information, MiTekI/ 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015