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HomeMy WebLinkAboutENGINEERING CRITERIA AND DESIGN LOADSMIS ��o iTeke s RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: SCANNED Project Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Subdivision: By Address: unknown�� City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): _ Design Code: FBC2017/TP12014. Design Program: MiTek 20/20 8.1 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 ,onforms 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 6 T13708836 { j8 4/6/18 7 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 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 4/6/18 18 T13708830 gra 4/6/18 truss drawings) referenced above have been prepared by Tek USA, Inc. under my direct supervision ed on the parameters provided by Chambers Truss. ss Design Engineer's Name: Finn, Walter ✓ license renewal date for the state of Florida is February 29, 2019. irida COA:6634 'ORTANT NOTE: The seal on these truss component designs is a certification the engineer named is licensed in the jurisdiction(s) identified and that the igns comply with ANSI/TM 1. These designs are based upon parameters iwn (e.g., loads, supports, dimensions, shapes and design codes), which were m to MiTek., Any project specific information included is for MiTek stomers file reference purpose only, and was not taken into account in the preparation of ae designs. MiTek has not independently verified the applicability of the design ameters or the designs for any particular building. Before use, the building designer iuld verify applicability of design parameters and properly incorporate these designs the overall building design per ANSI/TPI 1, Chapter 2. 'ko11111111181g.,�� ��� \; •• E IV •'• ��ti psi • `G s4$ • ivy' io 22839 �• C STATE OF10 �. Walter R Firm PE No.22839 Mlrek Lisk fnC. FL Cert 6om 6904-Parke East M. Tampa FL 33610 April 6,2018 1 of 1 Finn, Walter Job Truss Truss Type Qry Ply CARLTON 299 �8 T13708831 M11412 J2 MONO TRUSS 1 Job Reference o tional I FUSS, Inc., t-on Nlerce, t-L 0. r aU s Mar I I zU 10 Ivu I en uruusules, Inc. rImp o ua:ca.a�cU I o rave I I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Eful EE_plx_3S6tH DeCVXag4AAgxEFOsLr?2gRzTU2R 1-0-0 2-0-0 Scale = 1:7.8 4 3x4 = 2-0-0 2-0-0 LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBEF BRACING - TOP CHC RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (lb/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) FORCE r (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fF B=59ft; L=36ft; eave=5ft; Cat. II; Exp ; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shownLumber DOL=1.60 plate grip DOL=1.60 2) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This ss 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 i'etween the bottom chord and any other members. 4) Refer girder(s) for truss to truss connections. 5) Provic mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 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 ® WA Ce NING - verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. valid for use only with M]TeM connectors. This design Is be sed only upon parameters shown, and Is for an IndividucA building component, not a 1 buildir ystem. 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 MiTek' Is alwa i I prevent required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabric tlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII GualByCiMeda, DSO-09 and BCSI Building Component 6904 Parke East Blvd. Salo :tnlotnra8onavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. Tampa, FL 33s10 Job Truss Truss Type Qty Ply CARLTON 299 T13708832 Ml1412 J4 MONO TRUSS 8 1 ' Job Reference (optional) I russ, Inc., Fort Pierce, 1-L 8.13o s mar 11 2u18 mi I eK inausines, Inc. rri Apr s u9:29:5s zui a Nage T I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-A2OVfw?3pYEnhQ1 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 1-0-0 4-0.0 1-0-0 4-0-0 Scale = 1:11.1 3x4 = 4 LOADINJ (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) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veit(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 . n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT = 20% LUMBE• BRACING - TOP CHC RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHE RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI INS. (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) FORCES., (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: II; Exj 2) This ti 3) *This will fit 4) Refer 5) Provic 2 and SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5fh Cat. ;; Encl., GCpi=0.18; 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 s and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ass 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 Aween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 WA N1NG • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Desl Val for use only with mlfekk3, connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildl design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is aiw s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric on, storage, delivery, erection and bracing of trusses and truss systems, seeANWWil OuallfyCifedo, DS9.89 and SCSI BuffdlAg Component 6904 Parke East Blvd. Sate /nformaBonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) rruss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.130 s Mar 11 2018 MI I ek industries, Inc. Fri Apr 6 Uy:2a:5/ 2ui8 rage 1 ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-fEattGOhasMeJacsunmC9CSYhOWfRc9J1 pDiRmzTU20 Scale = 1:14.3 6-0-0 6-0-0 LOADIN (psf) SPACING- 210-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 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 FB02017frPI2014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 20lb FT=20% LUMBE BRACING - TOP CH1, RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI INS. (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= 8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCE§. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: II; E4 2) This If 3) ' This will fit 4) Refer 5) Provi joint 2 ,SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12111; B=59ft; L=36ft; eave=5ft; Cat. Encl., GCpi=0.18; MW FRS (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 rs and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. uss 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 tween the bottom chord and any other members. i girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at nd 8 Ito uplift at joint 4. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 W RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. ' Desig i vaild for use only with WillekD connectors. This design Is based ordy upon parameters shown, and Is for an Individual building component, not a Tr build) 'system. Before use, the building designer must verity 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 MiTek` Is always g prevent required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabric atiorL storage, delivery, erection and bracing of trusses and truss systems, seeANSVIpI1 OuaigyCddoda, DSB-89 and SCSI Buading Component Safet o, Infolmaflonavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708834 M11412 J8 MONO TRUSS 11 1 • Job Reference (optional) I russ, Inc., ran vierce, 1-1- 0 o. IOU b ivrai i i cv r o -I r en a iuubu rob, II - -"' aye ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale=1:17.4 3x4 � 4 LOADIN (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.61 Vert(LL) -0.14 4-7 >676 360 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 13CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 .240 TOP BOT NOTES- 1) Wind: II; Exr 2) This if 3) ' This will fit 4) Refer 5) Provic joint 2 2X4 SP M 30 2x4SPM30 (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) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 PLATES GRIP MT20 244/190 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. INSIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft Cat. F; 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 ors and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. loss 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 'etween the bottom chord and any other members. o girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at and 13 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 WA—M.- verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Dest valid for use only with MiTek® connectors. fits design Is based only upon parameters shown, and is for Cal Individual buiding component, not �' a truss,ystem. build) 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. Addillonal temporary and permanent bracing MiTek• Is alw 99 prevent ys required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabric Lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PIl GualflyCffle , DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Sate (n/ormallon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13706635 M11412 JAB MONO TRUSS 11 1 " Job Reference (optional) I russ, Inc., tort fierce, fL 1-0-0 1 u.1 uu s rwar i i zu10 rvu i eK rlrausures, inc. rn npi o uxau.0 r eu r o raye i I D:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcNQ9uyRBwaXzTU2K Scale = 1:17.2 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 TOP BOT NOTES- 1) Wind: II; Exp 2) This tl 3) ' This will fit 4) Refer 5) Provir: joint 2 2x4 SP M 30 2x4 SP M 30 (lb/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) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 26 lb 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. SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=5911; L=36ft; eave=5ft; Cat. :; 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 s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .tss 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 Aween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at nd 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 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE M1h7473 rev. 10A132075 BEFORE USE. Desg;1,l a trLm valid for use only with MTTetcD contractors. This design Is based only upon parameters shown, and Is for on 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 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is alw iys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Safe Aion. storage, delivery, erection and bracing of trusses and truss systems, socANSymil Oua/ifyCdleda, DSO-89 and SCSI Bugding Component .linformatIonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708836 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 1-5-0 10 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SAi7ol V4OE1 tcOTicPpjDrFFBPIgOfQzTU21 11-3-0 , 7-2-7 2.83 12 3x4 % 1� ICI Scale* 13 14 6 15 2x3 II 3x4 = 3x4 = 5 �7-2-7 11-0-12 11-310 7-2-7 3-10-5 -2- LOADIN Ji (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(ILL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 rda. n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb FT=20% LUMBE - BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTI NS. (Ib/size) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5= 118(LC 8) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3= 866l230 BOT CHORD 2-6=-234/833, 5-6= 234/833 WEBS 3-6=0/287, 3-5= 913/257 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36f; eave=5ft Cat. iC; 11; Exp Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 I 2) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This 'cuss 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 jetween the bottom chord and any other members. 4) Refer o girder(s) for truss to truss connections. 5) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187lb uplift at joint 2 and 118 lb uplift at joint 5. 6) Hang i((s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 581b up at 2-11- 39 lb down 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 1 3 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47 Ito down and 28 lb up at 2-11-0, 47 lb down and 2 Ib up 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 lb up 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the -1OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C SE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (plf) Vert: 1-4=-54, 5-7=-20 Conce trated Loads (lb) Vert: 10=80(F=40, B=40) l l=-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 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WA NING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Desig vatld for use only with MITeke conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. not a miss ystem. Before use, the building designer must verity the appllcablllfy of design parameters and properly Incorporate this design Into the overall bulldir design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Isalwa 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, seeANSUIPII Cuailfy Cdferla, DSO-89 and BCSI BuIldIng Component 6904 Parke East Blvd. Safe IntonnOHonavallable 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 KJA8 MONO TRUSS 2 1 ' Job Reference (optional) rruss, Inc., Fort Pierce, FL 1-5-0 10 6-10-0 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:30:06 2018 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uzdHmL7KTdVNuyobwAQJ06J6n01 D2b9d5jvhGlzTU2F 1 11-0-3 12 2.83 12 3x4 = / W Scale = 1:19.9 13 14 6 15 5 2x3 I 3x4 = 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADIN Ii (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft 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 FB02017ITP12014 Matrix -MS Weight: 43 lb FT = 20% LUMBE - BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTI NS. (lb/size) 4=106/Mechanical, 2=44710-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5= 202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH I RD 2-3=-846/526 BOT CH RD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268,3-5-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t; eave=5ft Cat. II; E 'b; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tit ss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This I 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 etween the bottom chord and any other members. 4) Refer o girder(s) for truss to truss connections. 5) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 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 2-11 _C 139 lb down 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 1 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 down Ind 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 3-6-14 up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the GOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C. SE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (pif) Vert: 1-4=-54, 5-7— 20 ConcE 1 trated 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 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®W DesE RNING - Vefi y des/gn parameters and READ NOTES ON TNIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE�t�nat I valid for use only with ivllTelr� cannecfors. lh s design Is based only upon pares eters shown, and Is for an Ihdiv dual bu! dkeg camh l' at ystem. Before use, the building designer must vedfy the appllcab0lty of design parameters and properly Incorporate this design Ievr�/tbuilds design. Bracing Indicated Is io prevent buckling of "Vldual truss web and/or chord mmrsonly. Addltlonaltananentbracing alw ys required for stability andTopreventcllseithpossibepersonanand generalguidanceregare OY1���k'Is fabric ' "on, storage, delivery, erection and bracing of trusses and Truss systems, seeAPdSI/tP11 OualMy CrBerlo, DS&89 and SCSI B.Hd/ng Component 6904 Parke East Blvd. Sole fnlormallol�voilable from Truss Ploie Institute, 218 N. Lee Street, SulTe 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708820 M11412 A SPECIAL 1 1 Job Reference (optional) unaMDei s I russ, Inc., r-ort rrerce, rc. 1-0- 8-6-0 -10-0 13-8-0 19-5 0- 8-6-0 1.4.0 3-ION 5-9-3 5x8 = 4x5 = 4.00 F12 3x6 \\ 3 4 24 255 23 of 2 16 15 3x4 = 5x8 = 13-8-0 0. r Ju S IYrdr r r Zu 10 IVII r UK 111Uu511 IUb, mu. rI l mpi o uu.et'CJ t1 210 rdye I I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-An U456oOgK5C9pEOq?R_QPiK_7MkDFVfuOslopzTU2g 26-2-0 . 28-9-4 . 36-0-0 37-0-0 4x6 = 4x5 = 6 7 14 4x4 = 2.00 12 5x12 MT18HS = 26 27 8 3x4 9 13 12 7x8 MT18HS = 3x4 zz 9-10-0 3-10-0 15-9-3 5-0-13 ' 1-8-0 ' 9-10-0 Plate Off ets (X Y)-- (2:0-0-2 Edge] (4:0-5-4 0-2-8] (6:0-3-0 Edge] [8:0-9-0 0-2-8] (10:0-2-10 Edge] [15:0-1-12,0-2-121 Scale = 1:63.0 It 28 n m 10 11 , rn Io 4x10 = LOADIN (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUMBEA' BRACING - TOP CH 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. BOTCH RD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTI NS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Harz 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 CH RD 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 CHI RD 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) Unbal 2) Wind: II; ExF 3) Provic 4) All pla 5) This ti 6) *This will fit 7) Bearir capac 8) Provic Iced roof live loads have been considered for this design. SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--1.2psf; BCDL=3.opsf; h=12ft; B=59ft; L=36ft; eave=5fh Cat. ;; 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 s and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s are MT20 plates unless otherwise indicated. ,s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Liss 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 Aween the bottom chord and any other members. at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=846, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® -WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Deslg;h valld for use only with MITek3 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not v;em. �' a fr Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulidl 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 guidance regarding the fabric tion, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUIPI1 QualifyCrflerla, DS9.89 and BCSI Bogdfng Component 6904 Parke East Blvd. Sale �Inlornrallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 T13708821 M11412 Al SPECIAL 1 1 Job Reference (optional) Plate TCLL TCDL BCLL BCDL TOP C BOT C WEBS I russ, inc., tort Fierce, I-L 8-6-0 6-9-4 5x6 = 4.00 12 4 22 3xa 11 3 21 14 13 3x4 = 5x6 = 13-8-0 tl.IJVSNIaI II ZVIO IVII r 21[1UUSUItlb, 1116. rll ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ez2SiSp1 beD3mypbOi 24-2-0 28-9-4 36- 5-6-12 4-7-4 7-2 3x8 = 5x6 = 5 23 6 3x4 7 11 7x8 MT18HS = 10 12 3x4 3x4 I II 2.00 12 24-6-0 28-9-4 v va.ca.vv cv 1 v Faye 1 Scale = 1:63.0 4x10 = 8-6.0 5-2-0 4-11-4 b-lU-1'L 4-3-v i-c-Ic is (X Y)-- [2'0-0-2 Edge] [8'0-2-10 Edge] [13'0-3.0 0-3-01 (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 0.0 ' Rep Stress Incr YES W B 0.55 Horz(CT) 0.40 8 n/a n/a 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163lb FT = 20% BRACING - ID 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. 3D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTI�NS. (Ib/size) 2=138610-8-0, 8=1386/0-8-0 Max Harz 2=-141(LC 10) Max Uplift 2= 846(LC 12), 8=-846(LC 12) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 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 CH Jhu 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=-507/777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11= 849/1449, 7-11= 641/463 NOTES- 1) Unbal 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; Exp 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 memb rs and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provic adequate drainage to prevent water ponding. 4) All plaes are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit etween the bottom chord and any other members. 7) Bean g at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac y of bearing surface. 8) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846 8=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® W Desig�I I RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Vdid for Use only with MITek0 connectots. This design Is based only upon parameters shown, and is lot an Individual building component, not �' a trus build 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. Addillonal temporary and permanent bracing MiTek iig prevent damage. For the Is alw fabric lys required for stability and to prevent collapse with possible personal Injury and property general guidance regarding olion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII QualityCiCerla, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Sate InlormaRotiavdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708822 M11412 ' A2 SPECIAL 1 1 Job Reference (optional) Chambef5 Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Inaustries, Inc. I-rl Apr 8 U5:2y:41 Zul8 I -age 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-79cgW ogfMxLwO6OnyQTSVgnIAx2HhCxyMKLsthzTU2e n _n_ a_a_n ia_in.n 1A_n_n 99_9_n 9d_R_n 9A_p_d RR-n_0 37-0-0 0- 8.6-0 5-4-0 4-2-0 4-2-0 2-4-0 ' 4-3-4 7-2-12 0- Scale = 1:63.0 5x6 = 5x6 = 3x4 = 4.00 12 4 5 6 46 7 3x4 3x4 3 8 22 23 `r 1 2 12 13 11 9 10 N c$ 0 3x10 = 3x4 11 Ir" 0 15 14 7x8 MT18HS = = 3x4 11 5x8 4x10 = = 2 00 12 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 Off lets X,Y -- 2:0-0-6,Ed e , 9:0-2-10,Ed e LOADIN 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 nla n/a BCDL 10.0 Code FB02017frPI2014 Matrix -MS Wind(LL) 0.77 11-12 >564 240 Weight: 167lb FT=20% LUMBE BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTU INS. (lb/size) 2=1386/0-8-0, 9=138610-8-0 Max Horz 2=163(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 CHE RD 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 CHC RD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12= 3433/5679, 9-11=-342615669 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) Unbah iced 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=12f; B=59ft; L=36ft; eave=5f; Cat. II; Exp 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 memb Its and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid I adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This Ir. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This ss 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 Vatween the bottom chord and any other members. 7) Bearin at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci Y of bearing surface. 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846 9=846. Walter P. Finn PE No.11839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,201 f A 1NA Desigr 1 N/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE i1valld for use only with Mne W connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �a a truss bulldinb system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Add lional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Iflon. storage, delivery, erection and bracing of trusses and truss systems, seeANS►RP11 CaalByCrBetla, DSBd9 and BCSI BuUdv Component 6904 Parke East Blvd. Salo tormaBonavallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 - T13708823 M11412 A3 SPECIAL 1 1 ' Job Reference o tional I runs, Inc., I -on vierce, t-L _ D. r au b rviai r i cV r o 111111 l— a ruubu lab, 1116. ri i nNi v _ r V1 i TOLL TCDL BOLL BCDL TOP C BOT C WEBS OTHEI TOP C BOT C WEBS )- 8-6-0 7-4-0 4-4-0 4-4-0 4-3-4 7-2-12 1-0-0 Scale: 3/16'=1' 4.00 12 5x6 = 5x6 = 4 5 5x6 Sx8 6 5x6 W B 3x4 3 7 8 a n 22 <ZS 23 12 9 or 2 13 7x8 MT1BHS = 11 t 101rb 3x4 I I o 14 4x8 15 3x4 I I 5x6 = 4x10 = M= 2.00 12 8-6-0 13-8-0 20-2-0 24 b-U 2tl-J•4 �n-�-� 8-6-0 5.2-0 6-6-0 4-4-0 4-3-4 7-2-12 is (X Y)-- [2:0-1-2 Edge] [3:0-4-0 0-3-0] [7:03-0 Edge] [9:0-2-10 Edge] (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(ILL) -0.57 11-12 >761 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 1671b FT=20% BRACING - ID 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. ID 2x4 SP M 30 BOT CHORD ' Rigid ceiling directly applied or 2-2-0 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 6-13 2x4 SP No.3 (lb/size) 2=138610-8-0, 9=138610-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. o 2-3= 3371/2103, 3-4=-2633/1707, 4-5= 2803/1850, 5-6= 2968/1899, 6-8=-5371/3290, 8-9= 5960/3616 2-15=-1886/3159,14-15=-1886/3153,13-14=-134312432,12-13=-2958/5146, 11 -1 2=-3368/5675, 9-11=-3362/5666 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) Unbal 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=121t; B=59ft L=36ft; 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, Interior(1) 2-7-3 to 37-0-0 zone;C-C for memb rs and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) All pla are MT20 plates unless otherwise indicated. 5) This It ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 1etween the bottom chord and any other members. 7) Beadg at joint(s) 9 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify capaclty of bearing surface. 8) Providlp mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® INA N/NG - VeNty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 101032015 BEFORE USE ' Desig , Valid for use ohIV with 1rlTeka connectors. This design is based only upon parameters shown, and Is for an Individual budding component. not a tru buildli system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sign. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent the Is alwl fabric required for stabllffy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding 'fion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qua/ByCr6erta, DSO-89 and SCSI BagdhwComponent 6904 Parke East Blvd. Sate .Intarmallonwaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708824 M11412 A4 SPECIAL 1 1 Job Reference (optional) I russ, Inc., i-ort tierce, I-L u.l'su s mar rl zu1 a mi I eK Inausines, Inc. t-n Apr 6 UU:Z9:43 21J7 d rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3YkbxUnrtYbddQYA3rW waFt501jr93vFpegzxazTU2c 1-0- 8-6-0 13-8-0 18-0-0 24-6.0 28-9-4 36-0.0 7-0- -0- 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 -0- Scale: 3/16"=1' 4.00 12 5x6 = 6 16 15 3x12 3x5 = 3x4 11 5x8 = 4X10 2.00 F12 18.0-0 8-6-0 LOADING TCLL TCDL BCLL BCDL (pst) 20.0 7.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.60 BC 0.93 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) LUMBE BRACING - TOP CH RD 2x4 SP M 30 TOP CHORE BOT CH RD 2x4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 WEBS OTHER 2x4 SP No.3 REACTI NIS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Harz 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 CH 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 CH Jhu 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 in (loc) I/defl Ud -0.61 13 >709 360 -1.13 13 >383 240 0.42 10 n/a n/a 0.84 13 >513 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 170 lb FT = 20% Structural wood sheathing directly applied or 2-6-11 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 NOTES 1) Unbal Inced 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=5fh Cat. 11; Exp-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, Exterior(2) 18-0-0 to 21-7 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pl ps are MT20 plates unless otherwise indicated. 4) This Ir I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thisruss 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. 6) Beadg at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capac ty of bearing surface. 7) Pro vi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) � 2=84610=846. 1 n C6 Im 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIf-7473 rev. 10/03/2075 BEFORE USE. Desig II valid for use only with MITekD connectots. This design Is based only upon parameters shown, and Is for chn Individual budding component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall builds lb design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is alw #s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric ation. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IpII OualByCdledol, DSB-89 and SCSI BuMV Component 6904 Parke East Blvd. Satety;lntannotlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708825 M11412 A5 SPECIAL �Qly 7 1 Job Reference (optional) .- 1.... t ; - C ,]l11a annn 1 Chamoers I russ, Inc., Fort Pierce, r-L D. i vv � rviar I I w IQ I I �a ti wvw,�� v. 1 ..�. _ ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-Xklz8psXesjUFa7MdY197TPG8834uW402HaW UOzTU2b 1-0 8-6-0 13-8-0 18-0-0 24-6-0 28.9-4 36-0-0 7.0- 0- 8.6.0 5-2-0 4-4-0 6-6-0 4-3-40- Scale=1:61.9 4.00 12 5x6 = 6 3x4 24 25 5x6 C 3x6 5 5x6 WEI 7 3x4 4 8 3x4 3 9 23 26 13 10 n d, 11j dI1 0 14 7x8 MT18HS = 72 3X4 II 0 11 16 15 4x10 x5 = 3x4 I 5x8 — 2.00 12 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 Oil ets X,Y - 2:0-1-2,Edge], 8:0-3-0,Ed e , f 10:0-2-10,Edge], 15:0-2-12,0-3-0 LOADIN (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 BCLIL 0.0 Rep Stress incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT = 20% LUMBE - BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puriins. BOT CH 5 RD 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 OTHER 2x4 SP No.3 REACTI NS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2=-208(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 CH RD 2-3= 3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7= 2472/1713, 7-9=-5407/3513, II 9-10= 5950/3764 BUT CH VHU 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) Unbal inced roof live loads have been considered for this design. 2) Wind: +I SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft-, L=361t; eave=5ft Cat. II; E iC; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pla es are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit etween the bottom chord and any other members. 6) Beari b at ioint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capac ly of bearing surface. 7) Provi 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 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WqI RN/NG • Verlry design parameter and READ NOTES ON THIS AND lNCLUDE0 MITEK REFERANCE PAGE all-7473 rev. 10/03/2015 BEFORE USE. Desigfi valid far use oMy with M1I connectors. iNs design Ez based only upon pa ameters ahowh, and is tot ah tndivldual bueding component'not a tru builds ystem. Before use, the building designer muss verify The appllcabalty of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is To prevent buckling of Individual truss web and/or chord memt5ers only. Addlllonal temporary and permanent bracing MiTek' Is alw required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabric Tlon, storage, delivery, erecflon and bracing of Trusses and truss systems, seeANSUlP/I GualflyCrCarfv, OSM9 and 9CSr BUOdlr�g Component 6904 Parke East BNd. Salep fl0/r]V011able from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708826 M11412 ATA COMMON 7 1 Job Reference (optional) I russ, Inc., tort werce, I-L 8-1-1 24 "" 2 s Mar 11 ZUl n "' I ex maustrles, Inc. r-rl Hpr o u`J:ze:4D Zu r o t-aye i FvnsnOwY419Zh0_nM3lc6y1J9g-?xrLM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a ?2-1-14 27-10-15 36-0-0 Q7-0-Q 4-1-14 5-9.1 8-1-1 -0-0 4.00 12 5x6 = 6 3x4 11 26 3x6 5 25 3x4 % 4 3 17 16 15 30 31 3x4 11 4x6 = 3x8 = 13-10.2 1 22-1-14 Scale = 1:61.0 3x4 11 27 287 L;? 3x6 8 3x4 9 29 10 11 IC6 14 13 12 0 3x8 _ 46 = 3x4 I I 3x8 = 27-10-15 36-0-0 , LOADIN 3 (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell 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 WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172lb FT=20% LUMBE - BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP N0.3 REACTI NS. (Ib/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCE r (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, 6-72817/1766, 7-9=-2824/1651, I 9-10= 3544/2053 BOT CH ) RD 2-17=-1812/3323, 15-17=1812/3323, 14-15=-997/2104, 12-14=1826/3323, 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 inzed 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; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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) 100.01 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit etween the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=796-1 10=796. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 INA Desigi N/NG - VeNty design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Valid for use only with FNTekb connectors. This design is based only upon parameters shown, and is for an Individual building component not a tru buildi't7 Lpystem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric fabric tiom storage, delivery, erection and bracing of trusses and truss systems, seeANSUMI► OualtlyCrdedd DSO-89 and SCSI Building Component 6904 Parke East Blvd. Satety,Urlormatlonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 1 RA Job Reference optional) o nn T,.I. b..d..,.t ; Inn C.r Ant a nn•On•AR OMD on n 1 l.namDe $ I m55, mG., Fort Pierce, rL 8-1-1 0 181014 o i u. —la, i i cv i a+ .— o ,i is Ua iva i, n,. , „ ..r+, ., .,...�...�.� .-., � .. ,.y., . ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-T7PiZVuoACUtGIIz3dCuUg5ytxMTuhVb3dYvzTU2Z 22-1-14 7190-15 36 -0-0 -0- -1-14 -1-14 0- Scale = 1:60.9 4.00 FIT 5x6 = 6 3x4 11 3x4 11 27 26 28297 3x6 % 5 3x6 3x4 % 4 8 3x4 C 3 9 25 30 10 11 u� 1 2 !!2 d o 18 17 16 15 31 32 i4 t3 12 C1rS = 3x4 I I 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 = -3-14 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 Wa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBE - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. BOTCH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS I2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACT] NS. All bearings 0-8-0. (lb) - Max 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) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 2-3— 1239/757, 3-5= 437/333, 5-6= 4321448, 6-7= 272/773, 7-9=-376f778, I 9-10=-334/220 BOTCH RD 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) Unbal nced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. Il; E ' Encl., GCpJ=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 W 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This t ss 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 etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provi " mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb) 2=433114=866, 10=240. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A W I RN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE Ml1-7473 rev. f0/03/20f5BEFOREUSE. Desi valid fcr use only with Nlirelc� cohnectors. ihSs destgn Is based only upon parameters shown, and Is for an 67dfvidual buHdtng component, hot 1' a tru �SysTem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this destgn Into the overall design. &acing Indicated Is to buckling of Individual truss web and/or chord members only. Addnal temporary and permanent bracing MiTek' bu11dl Is alw prevent 'ys required for stability and to prevent collapse with possible personal InJury and property damage. For generd guidance regard(ng the 'tlon, 6904 Parke East BNd. fabric storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Gua/ByCrlrafla, DS8,9 a.d,CSI BUUding Component Safe �lnforma,omvatlable from Truss Plate institute, 218 N. Lee Sheet, 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) i russ, inc., r0rr tierce, rL 8-1-1 25 3x5 = 4.00 12 5x6 — 6 3x4 11 3x6 5 2627 3x4 4 3 18 17 16 'a' 31 3x4 11 3x6 = 6x8 = isnOwY419Zh0_nM3lc6ylJ9g-PW XU_Bv2i5EwkBQ7sO55HJaObmYPgNO_zvYkdozTU2X 22-1-14 27-10-15 36-0-0 37-0-q 4-1-14 5-9-1 8-1-1 1-0-0 3x4 11 2829 7 3x6 8 3x4 Z\ 9 Scale = 1:60.9 30 10 11 0 32 14 13 12 6x8 34 = 3x4 I I 3x5 = 5-1-1 13-12-2 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 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil 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 FB020171TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20% LUMBE - BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 2x4 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 Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joints) 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) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ¢RD 2-3= 12391757, 3-5= 437/333, 5-6=-432/448, 6-7= 2721773, 7-9� 376/778, 9-10=-334/220 BOT CF ORD 2-18=-587/1178, 16-18=-58711178, 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) Unba 1 need roof live loads have been considered for this design. 2) Wind I ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft L=36ft; eave=5ft; Cat. 11; Ex i Q 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.( I 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 juss 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 fi between 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 Qt=1b) 2=43 14=866, 10=240. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®W RNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MR EK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE Desli ivalldforuseoty with MlTekb conhectots. This design Is based only upon parameters shown, and is to an Individual building component, W. a tru system, Before use, the building designer must verify the appllcabfllty of design parameters and properly Incorporate this design into the overall builc igdesign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUlpll QualityCdlerla, DSB-89 and SCSI BuOd/ng Component 6904 Parke East Blvd. Sale Informa8onavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) > Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-MufEPtxlEiUezVaW_p8ZNkfGaZCNIFUHQDI ghgzTU2V 16-0-0 24-0-0 r1-0•Q 8-0.0 1� 2-0 D 14-0-0 15-6-0 18-0-0 20-0-0 22.0-022-10-15 28-0-0 i_ 36-0-0 870-0 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: 3/16"=1' 5x6 = 12 14 3x6 II 4x6 = 6x8 = 6x8 = 3x6 11 3x5 = 3x6 — 3x6 = 15-6-0 Plate Of ets X,Y -- 2:0-0-2,Edge], 3:03-8,Edge], 11:0-3-0,0-3-0 , 20:0-3-8,Edge], 21:0-2-8,Edge], 25:0-3-8,0-3-0 LOADIN 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(ILL) -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 BOLL 0.0 ' Rep Stress Incr NO WS 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FB02017frPI2014 Matrix -MS Wind(LL) 0.20 2831 >909 240 Weight: 208 lb FT = 20% TOP CHORD 2x4 SP M 30 BOT CH r RD 2x4 SP M 30 WEBS I 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 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 NS. 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) 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 CH RD 2-3=-2242/1142, 20-21 =- 14731724, 3-4=-213/718, 4-6=-213/718, 6-8=-2137718, 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=-1991422, 5-7= 1121391, 7-9=-33/344, 12-14=0/257, 16-18= 67/301, 18-20=-206/363 BOTCH 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=-979/756, 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) Unbal Inced 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; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water ponding. 4) All pla es are MT20 plates unless otherwise indicated. 5) All pia es are 3x4 MT20 unless otherwise indicated. 6) This it 'ass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ehveen the bottom chord and any other members. 8) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 2 3, 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Grap ' ical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Han ,r(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 9, and 967 Ito down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the resp sibility of others. 12) In th 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 MIT& USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®W RN/NG -Verily design parameters and READ NOTES ON TRlS AND lNCLUDEO MlTEK REFERANCE PAGE M11-7473 rev. fO103/2015 BEFORE USE" Deslg valid for use only with iv91 iet< cohnectors. This design istsdsed only upon pdrameters shown, and Is for ah lndivldudl twGding component hot a tru bulldi ysTem. Before use, the building designer must verify The applicability of design parameters and properly Incorporate ihls design into the overall - design. &acing indicated is to prevent buckling of individual Truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTetc" Is alwwys 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, seeANSI/IPII Oua1/lyCldeda, OSB•89 and 6C Buad/ng Cornponenf 6904 Parke East Blvd. Sale /n/ormallomvallable Gam Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22114. Tampa, FL 33610 Job Truss Truss Type Qty, Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Truss, Inc., Fort Fierce, FL 6. tou' Ivldi 1 1 4v ID lvl! I' 511— 1ICE, ❑". 1- 1 -V' . vaaa.av w ry , uyc c ID:kFvnsnOwY4I9Zh0_nM3lc6y1J9g-MufEPtXIEIUeZVaW_p8ZNkfGaZCNIFUHQDI ghgzTU2V LOAD Ck1SE(S) Standard 1) Dead'!r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Tr Loads (plf) I 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) Conc ntrated Loads (lb) I Vert: 28=-641(F) 23= 641(F) ® W RN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1.4111-7473 rev. 1010312015 BEFORE USE, Desl l ti valid far use on,'ry with MITeWO connectors. This design Is based only upon parameters shown, and is for on Individual bukding component, not a in. system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �p buil ng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is all `ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ftion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CualllyCdPerla, DSB-89 and SCSI BulldLV Component 6904 Parke East Blvd. fntonnaHorgvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Uty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) Chamb lis Truss, Inc., Fort Pierce, FL 8.13u s mar rt zuts mi i eK inausmes, inc. rn Apr b ua:za:bj zuta rage i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S -1_n_n 7-1n-n 7A-n-n 99-4-0 2A-9-0 36-0-0 37-0-0 -0 7-10-0 5-10-0 4.4-0 4-4-0 15-1 0-0 7-10-0 i-0- Scale = 1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 11 5x8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 ur 1 v e 9 t2 a o Im 15 34 14 13 35 36 37 38 12 39 11 40 10 3x5 = 3x4 II 4x6 = 6x12 = 6)d2 = 4x6 = 3x4 11 3x5 = 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 Ofsets X,Y -- 3:0-5-4,0-2-8 5:0-4-0,0-3-0 , 7:0-5-4,0-2-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/dell Ud PLATES GRIP TCLIL 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 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.84 Horz(CT) 0.06 8 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wlnd(LL) 0.22 10-21 >999 240 Weight: 161 lb FT=20% LUIVIOCtt- onnvj - TOP CHIDRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puffins. BOT CH . RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTI )NIS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Harz 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) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 369/211, 3-4=-1158/2051, 4-5= 115812051, 5-6= 2318/1425, 6-7= 2318/1425, 7-8= 2981/1789 BUT CH RD 2-15=-1961311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15= 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, 7-1 0=-1 84/651 NOTES- 1) Unbal Inced 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. 11; Exp I Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi adequate drainage to prevent water ponding. 4) All pla es are MT20 plates unless otherwise indicated. 5) This tr. I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �etween the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 1 and 799 lb uplift at joint 8. 8) Hang 'S(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- 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down ind 170 lb LIP at 16-0-12, 103 lb down and 170 lb LIP at 18-0-12, 103 lb down and 170 lb Lip at 19-11-4, 103 lb down and 170 lb up 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 137lb down and 301 lb up at 28- -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 10-0-1 , 77 lb 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 lb up at 16-0-12, 77 lb down and 1 lb u at 18-0-12, 77Ib down and 1 lb up at 19-11-4, 77Ib down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77Ib 39 down nd 1 lb 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. Walter P. Finn MiTek USA, Inc. . FL ert L Cert 6634 34 The d sign/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In th3SE(DS]C OAASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD Standard April 6,2018 ® WA N/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10I0 M 5 BEFORE USE. [?esf veld tot use only with trilTeit connectors, Thls design 8 based only upoh parameters shown, cnd Is tot an Individual btJ'dlhg compohent, not a iru builds ystem. Before rise, the building designer must verify The appllcablllty 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 MiTek' Is alw ys required for stability and to prevent collapse with possible personal'*,* and property damage. For general guidance regarding the fabric tlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSylpll CualByOffada, DSB-89 and BCSI Buirdhtg Component 6904 Parke East Blvd. Wish Infomlatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) I russ, Inc., Fort Fierce, FL tl. 1 du s rvlal 114U I o IVII I en a luuSu lea, 111c. Fir nPl V vw-w VJ LV I O rayr c ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S >E(S) Standard Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 [rated Loads (lb) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15= 389(B) 10= 389(B) 11= 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) A "ARMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Des! " Valid for use only with MlTeR'D connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a frt system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulk ng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mewis al ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr DSB 89 and BCSI BuUdlgg Compon®nf e� dallable Street, Blvd. Jatn formor� from Ttruss Plate Institute, 218�N.. Lee Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A 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 ff-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. 0-�Ie c1-2 c2-3 2. Truss bracing must be designed by an engineer. For o WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O U �l> 3 3 p bracing should be considered. I f �1 O p U 3. Never exceed the design loading shown and never inadequately trusses. a3 stack materials on braced O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C78 c6� cs� BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1114' 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 y protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. sotfware 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 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 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. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 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, �fO 18. of or treated lumber may Use green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with -- — - - t—��o drr -- - - - — - - -- ANSVIP1 1-szJaylt eri- Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015