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HomeMy WebLinkAboutTRUSS—® Lumber design vales are in accordance with ANSI/TPI 1 section` 6.3 These truss designs raly on lumber values established by others. SY MJTeV-`uf" RE: Ml' 1412 : CARLTON 299 MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Wynne Development Corp Project Name: M11412 Model: Sterling Lot/Block: Subdivision: Addrg'ss: unknown City: St Lucie County State: FL Name` Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: ,I State: GenIII eral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Load;ng Conditions): Des! n Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind!ICode: ASCE 7-10 Wind Speed: 165 mph Roof ILoad: 37.0 psf Floor Load: N/A psf This II ackage includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conf' firms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. r Seal# Truss Name Date No. Seal# Truss Name Date 1 I T13708820 1 A 4/6/18 118 T13708837 KJA8 4/6/18 2 T13708821 I Al 4/6/18 1 1 I 1 1 1 3 11 T13708822 1 A2 4/6/18 14 Ill T1 3708823 1 A3 1 4/6/18 5 T13708824 A4 4/6/18 6 T137088251 A5 4/6/18 7 T13708826 ATA 4/6/18 8 it T13708827 ATEI 1 4/6/18 9 11 T13708828 ATC 4/6/18 10 1`1 T13708829 BHA 4/6/18 Ill P I T1 3708830 1 GRA 1 4/6/18 12 IJIT13708831IJ2 4/6/18 13 T13708832 1 J4 1 4/6/18 114 I 1 T137088331 J6 14/6/18 15 1 J8 _ 4/6/18 16 �11T13708834 JY13708835IJA8 4/6/18 117 111 T137088361 KJ8 1 4/6118 The t6s drawing(s) referenced above have been prepared by MiTek USA Inc. under my direct supervision based on the parameters provi o ed by Chambers Truss. Trusg Design Engineer's Name: Finn, Walter My 1�11 ense renewal date for the state of Florida is February 28, 2019. IMPbRTANT NOTE' The seal on these truss component designs is a certification that thp, engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given 'o MiTek. Any project specific information included is for MiTek's customers file ref rence purpose only, and was not taken into account in the preparation of these lesigns. MiTek has not independently verified the applicability of the design parametersorthe designs forany particularbuilding. Before use, the buildingdesigner houl verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIlI PI 1, Chapter 2. No 22839 ; �* r -�13 : STATE OF ::�Wo y16/0 N A� Walter P. Finn PE No.22639 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd Tampa FL 33610 Date: April 6,2018 Finn, Walter 1 of 1 J b Truss Truss Type Qty Ply CARLTON 299 T13708820 M11412 'I A SPECIAL 1 1 Job Reference (optional) GnamDers I russ, 1-0- nc., rorr VierCe, rL 8-6-0 9-10-0 13-8-0 19.5-3 0. r JU 5 rVlar I I eU 18 IVII I UK I11UUbL11Ub, Irru. rl I MIDI v vw.Cw.ow 4v 1 o ragc I I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-An U456oOgK5C9pEOq?R_QPiK_7MkDFVfuOslopzTU2g 26-2-0 28-9-4 36-0-0 7-0- 0- 8-6-0 1.4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 0- Scale = 1:63.0 Sx8 = Sx12 MT18HS = 4.00 F12 3x6 \\ US = 4x6 = 4x5 = 3 4 24 255 6 7 26 27 8 3x4 I g I 23 28 C0 ,n 2 i 13 10 11 n 6 1 12 fo 6 14 7x8 MT18HS = 16 15 4x4 = 3x4 = 3x6 — 3x4 = 5x8 = 2 00 12 4x10 Zz 9-10.0 13-8-0 19-5-3 24-6-0 26-2-0 36-0-0 9-10-0 3-10-0 5-9-3 5-0-13 1-8-0 9-10-0 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0. ` . Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 nla n/a BCDL 1041 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight:161 lb . FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) i FORCES. (I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 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, 12-13— 3301/5421, 10-12= 3593/5659 WEBS 3-16=-527/480, 4-16= 413/669, 4-15=-535l785, 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 I NOTES- 1) Unbalancep roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; nci., 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 I'M forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a quate drainage to prevent water ponding. 4) All plates a MT20 plates unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This trus 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 be +en the bottom chord and any other members. ' 7) Bearing at joint(s) 10 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity o (bearing surface. 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 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 ® WARN iG -Verily design parameters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF-7473 rev. f0/03/Y015 BEFORE USE. Design v, "Id for use oNy w lb MiTek® connectors. fils design 8 based only upon parameters shown. and is for an Indivlduat building component• not ' a truss sysl�m. Before use,lhe bulid(ng designer must verify the appllcabllity of design parameters and properly incorporate this design Into the overall building cj as always sign. &acing indicated Is 10 prevent buckling of Individual hussweb and/or chord members only. Addtaonai temporary and permanent bracing mired for slablllty and To prevent collapse with possible personal Infury and property damage. For general guidance regarding the M''�ek' fabricatigr�, SaletyUr storage, delivery, erection and bracing of Trusses and truss systems, seeANSp 11 Q..1V CrATerb, DS849 and BCSI B.aftg Compo...t ormaHorr�vdlable Gom truss plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria•'A22314. 6904 Parke East Blvd. Tampa, FL 33610 Job i Truss Truss Type Qty Piy CARLT 299 T13708821 M11412 Al SPECIAL 1 1 Job Reference (optional) Gi n... c nn•On•An OMa Dann 1 am ers I russ, Ij nC.. rOn YlerCe, rL ... w., ., .... �.., ., .,.. _.. ...___...__, ..._. ........ . . . . . . .. ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-ez2SISp7 beD3mypbOiyDzdFasXixyoLo7gcILFzTU2f 1-0- 8-6-0 11-10-0 18-7-4 24-2.0 28-9.4 36-0-0 7-0- 0- 1 8-6-0 3-4-0 6-9-4 5-6-12 4-7-4 7-2-12 0- I Scale = I t63.0 5x6 = 3x8 = 5x6 = 4.00 FIT 4 22 5 23 6 3x4 11 3x4 3 7 21 24 N 1 2 11 8 9 'n rn fo = 7x8 MT18HS = 10 14 12 3x4 11 3x4 I I 13 3x6 — i 3x4 = 5x6 = 2,00 1P 4x10 8-6-0 13-8-0 1 B-7-4 24-6-0 28-9.4 36-0-0 8-6-0 5-2-0 4-11-4 5-10.12 4-3--4 7-2-12 Plate Offsets ,Y - 2:0-0-2,Ed e , 8:0-2-10,Ed e , 13:0-3-0,0-3-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS . 244/190 BCLL 0. Rep Stress Incr YES WB 0.55 Horz(CT)0.40 8 n/a n/a BCDL 10. i Code FBC2017/TP12014 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 pudins. BOT CHORD j 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. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (1 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j 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 2-14= 1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12= 2400/3924, 10- 11 =-3499/5680, 8-1 0=-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) Unbalance roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36it; eave=5ft; Cat. 11; Exp C; �Icl., GCpi=0.18; MW FRS (directional) and C-C Exteiior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adb,quate drainage to prevent water ponding. 4) All plates 'e MT20 plates unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus 1 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 be gen the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 8= „46. Walter P.Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNL, G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10M2015 BEFORE USE. ' Design v d for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss M,Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building eslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ' Is always ' quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding, the tabricati storage, delivery, erection and bracing of trusses and truss systems, SeeANSMII Quality C1Uorla, DSO-69 and BCS1 Building Component 6904 Parke East Blvd. Safely olma►hrxlvoi]able 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 o tional L,namoers I russ, nc., run rrerce, rL 11-0-0 8-6-0 4.00 F12 22 �1 2 6 I D:kFvnsnOwY419ZhOV nM3lc6ylJ9g-79cgW ogfMxLwO6OnyQTSVgnlAx2HhCxyMKLsthzTU2e 18.0.0 22-2-0 24-6-0 28-9-4 36-0-0 37-0-9 4-2-0 4-2-0 2-4-0 4-3-4 7-2-12 0.0 . Sx6 — 5x6 = 3x4 = 4 5 6 4x6 C 7 r 3x4 3x4 3 8 12 —" 13 11 3x10 = 3x4 II 15 14 7x8 MTi 8HS = 3x4 11 5x8 = 2.00 12 5-2-0 24-6-0 23 Scale= 1:63.0 410 = Plate Offsets ',Y -- 2:0-0-6,Ede 9:0-2-10,Edge] LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.� Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 0. Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10. Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.77 11-12 >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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. 1' (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) i FORCES. (I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 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 11 - 1) Unbalancep roof live loads have been considered for this design. 2) Wind: AS � 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft Cat. 11; Exp C; �ncl., 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 $d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates fe MT20 plates unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This trus 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 be en the bottom chord and any other members. 7) Bearing at oint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o nearing surface. 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 9- .46. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARN/ Design v G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ld for use only with MITek®conriectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss bullding m. Before use• the bullding designer must verlry the appllcabfliry of design parameters and properly Incorporate this design Into the overall sign. Bracing Indicated is to prevent buckling of indivltlual truss web and/or chord members only. Add(tlonat temporary and permanent bracing MiTek' 8 always qulrecl for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflo storage, delivery, erection and bracing of busses and truss systems, seeANSUIPI► Cua10y Cr7erb, OSB 89 and SCSI Building Component Tamp Parke East S.t. in prmaMonavallable from Truss Plate institute• 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 0 Tampa, FL 33610 Job Truss Truss Type City. Ply CARLTON 299 T13708823 M11412 A3 SPECIAL 1 1 Job Reference (optional)^ ^^ ^^ ^ ^^ UnarrlUelb Iruset Inc., run rlewe, rL �•,�� ,•,�^, •"••• •�•••"""'•••"", •••". -0- 8-6.0 1 7-4-0 4-4-0 4-4-0 4-3-4 ' I 4.00 12 5x6 = 5x6 = 4 5 5x6 5x8 6 Sx6 WEI 3x4 3 7 8 22 • 12 1 2 13 7x8 MT18HS = 11 14 4x8 = 3x4 II 15 3x4 11 5x6 = 3x5 r 2.00 12 23 Scale: 3/16°=1' 410 = LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TIC 0.56 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 0. Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL . 10. Code FBC2017/TP12014 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 2x4 SP Ni 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 I 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. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I 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 CHORDI, 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13_ 2958/5146, 11 - 1 2=-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) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS# 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; i?Irrcl., 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 nd forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding.. 4) All plates to MT20 plates unless otherwise indicated., 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This trus 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 bet een the bottom chord and any other members. 7) Bearing atlint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=846, 9=�46. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WAI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev, 10/03/2015 BEFORE USE. ' Design vqlld for use only with Mflek® connectors. This design Is based orgy upon parameters shown, and Is for an Individual building component, not - a truss sy fem. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building esign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Its always :qulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatt n, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI i ®uaiHy Cfdeda, DSO-89 and SCSi Building Component' 6904 Parke East Blvd. Safety onnaHonavailable 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 T13708824 M11412 A4 SPECIAL 1 1 Job Reference o tional unamDers I 1--On Tierce, 1-1- o.iu�a i 1 2 6 LOADING (ps TCLL 20. TCDL 7. BCLL 0. BCDL 10. LUMBER- 8-6-0 6-6-0 Scale: 3/16"=1' 4.00 FIT 5x6 = 6 3x4 24 25 5x6 3x6 5 5x6 W B 7 3x4 d 8 3x4 3 9 23 26 i 13 10 11 14 7x8 MT18HS = 12 I� 1m 3x4 11 0 16 15 3x12 = = 3x4 11 5x8 = 2.00 12 4x10 = 8-6-0 13-8-0 18-0-0 2d-6-0 28-9.4 36.0-0 8-6-0 5-2-0 4-4.0 6-6-0 4-3-4 r 7-2-12 0-- [2:0-1-2 Edge] [8:0-3-0 Edge] [10:0-2-10 Edge] [15:0-2-12 0-3-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 ` Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 ri/a n/a Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. 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 7-14 OTHERS 2x4 SP No.3 I 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. (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= 2458/1735, 6-7= 2481/1719, 7-9= 5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1 931/3146,15-16— 1931/3146, 14-15=-1489/2515, 13-14= 3185/5191, 12-13=-3510/5666, 10-12=-3504/5656 WEBS 3-16=0/315, 3-16= 799/546, 5-14=-344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 NOTES- 1) Unbalanc 11.roof Iive'loads have been considered for this design. 2) Wind: AS E 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; ncl., 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 zo ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates �e MT20 plates unless otherwise indicated. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus 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 be�t�'��'p en the bottom chord and any other members. 6) Bearing atl'joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o�jbearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=846, 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 ® WARNIPG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE Mll--7473 rev. 1010312016 BEFORE USE. " Design vQqlld a truss sya'tem. for use only with MITek9 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 building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always squired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcan Salefrin n, storage, delivery, erection and bracing of trusses and Truss systems, seeANSMI J Gua1Uy CrBeda, DSO-89 and BCS1 Building Compononl ormallonavallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL 7 1 Job Reference (optional) .,.,­­ - -I cnamoeis i n1 2 6G 3x5 LOADING (p,, TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER- ranrre,ce,rL..................__._....._.....---- --- ---- I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XklzBpsXesj UFa7MdY197TPG8834uW 402HaW UOzTU2b 8-6-0 13-8-0 L 18.0-0 24-6-0 28-9-4 36.0.0 37-0-Q 8-6-0 5-2-0 BT 6-6-0 4-3-4 7-2-12 0.0 Scale = 1:61.9 4.00 12 5x6 = 6 3x4 25 5x6 3x6 5 24 5x6 W B 7 3x4 4 8 3x4 3 9 23 26 13 70 11 N o, 7x8 MT18HS = 12 14 3x4 16 15 4x10 3x4 I I 5x8 = 2.00 12 4x10 = 3-6-0 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 -- [2:0-1-2 Edge] [8:0-3-0 Edge] [10:0-2-10 Edge] [15:0-2-12 0-3-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft, L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 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. (I 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=-3134/20.58, 7-13=-1130/1972, 9-13= 560/375 NOTES III - 1) Unbalance�d roof live loads have been considered for this design. 2) Wind: AS(St 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; ncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zog C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates re MT20 plates unless otherwise indicated. 4) Thls truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trus 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 be .pen the bottom chord and any other members. 6) Bearing atl!)oint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity o[Ibearing surface. 7) Provide mgchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=846, 10I846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARN G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ° Design v Id for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual bueding component, not a truss s us' em. Before use, the building designer must verify the appllcabfllty of design parameters and properly Incorporate this design Into the overall Be building is sign. &acing Indicated Is to prevent bucklingof Indlvkival Truss web andlor chord members only. Additional Temporary and permanent bracing for stablttty and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the MiTek• tabricatt storage, delivery, erection and bracing of tnrsses and truss systems, seeANSU1PfI Cualily CrHerda, OSB-89 and BCS1 Bufldfng Component 6904 Parke East Blvd. Safelvtrr armallonavailable hom Truss Plate Insit , 2T8 N. Lee Street Sulfe 312, Alexand0a, VA 22314. _ Tampa, FL 33619 Job Truss Truss Type Qty Ply CAR LTON 299 T13708826 M11412 ATA COMMON 17 1 Job Reference o tional n.. cnamoers I 24 3x8 t-on Tierce, r-L 8-1-1 5-9-1 I D:kFvnsnOwY419Zh0_nM31c6y1J9g-?.LM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 22-1-14 27-10-15 36.0.0 37-04 4-1-14 5-9.1 8-1-1 1.0-0 4.00 F12 5x6 = s 3x4 11 3x4 11 5 25 26 27 28 3x6 7 3x4 % 4 3 17 16 15 30 31 14 13 3x4 14x6 = 3x8 = 3x8 = 4x6 = 3x6 8 3x4 Zz Z-- 9 12 3x4 II 29 , Scale = 1:61:0 LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP . TCLL 20. Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0. Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 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 No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 1 Max Horz 2= 208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (I - 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=-181213323, 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)' Unbalance) roof live loads have been considered for this design. 2). Wind: AS E 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; ncl., 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 zon C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.OIb A unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This trussas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This trus 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 be en the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=796, 10n796. Walter P. Finn PE No.22839 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNOG - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mf/EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ° Design vgljd for use only with MITek®connectors. )his design k based only upon parameters shown, and Is for an IndlNduai building component, not a truss system. Before use, the building designer must verlry The applicability of design parameters.and properly Incorporate this design Into the overall building sign. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. Addttonai Temporary and permanent bracing M ITe k' .g always ,gquired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regartling fhe fabricati storage, delivery, erec8on and bracing of trusses and inrss systems, seeANS!/IPif OualtlrClHerla, DSB-89 and BCS! BuQdtrlg Component 6904 Parke East Blvd. SalefYUrltiormafhrrJvailable from Tnrss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22.14. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 1 ' Job Reference (optional) cnamDers i russ mc., r-0n tierce, r-� i r1-0-Q 8-1-1 13-10-2 18-0-0 1-0-0 8-1-1 5-9-1 4-1-14 4.00 12 5x6 = 6 3x4 11 6 26 27 3x6 3x4 % 4 3 25 n1 2 0 18 17 16 15 31 3x5 3x4 I I 3x6 = 6x8 = 0-0 5-9-1 419Zh0_nM3lc6ylJ9g-T7PjZVuoAT_C UtGliz3dCuUg5ytxMTuhV b3dYvzTU2Z 27-10-15 36-0-0 37=0-Q 5-9-1 8-1-1 1-0- Scale = 1:60.9 3x4 II 28 297 '�J 3x6 8 3x4 9 =S41 0 11 I J, 0 32 14 13 12 6x8 = 3x6 = 3x4 I I 3x6 = 22114 27-10-15 36-0-0 0-9- 4 5-9-1 8-1-1 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20. Plate Grip DOL . 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0. Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.1 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 12x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3. WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 (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) FORCES. (1 •, - 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 CHORD2-18=-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) Unbalance roof live loads have been considered for this design. 2) Wind: AS ,I 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; cl., 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, Extedor(2) 18-0-0 to 21-7-3 zorl�C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AG unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This tr4"chanical 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 been the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 14rt866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8834 8904 Parke East Blvd, Tampa FL 33610 Date: April 6,2018 © WARNWG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010MO15 BEFORE USE. Design V(q';jId for use only with Mffek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss s em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building A eslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaf rL storage, delivery, erectton and bracing of trusses and truss systems, seeANSL/gpll CaalBy Ct@oda, OSB-89 and BCSI Build/ny Component 6904 Parke East Blvd. Satetylnl'omlaRonavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Nexandffa, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CAR LTON 299 T13708828 M11412 ATC COMMON 1 1 Job Reference (optional) L,namoers i russsl mc., r-on r,e,ce, rL 5-9-1 3x6 3x4 5:� 4 3 25 N1 2 21 I 18 3x5 3x4 11 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-PW XU_Bv2i5EwkBQ7sO55HJaobmYPgNO_zvYkdozTU2X 18-0-0 22-1-14 27-10-15 36.0-0 97-0-Q 4-1-14 4-1-14 5-9-1 8-1-1 0-0 4.00 F12 3x4 11 5 26,27 17 16 — 31 15 3x6 = 6x8 = 5x6 =. 6 3x4 II 28297 I�Z3x6 -; 8 3x4 9 vs 32 14 13 12 6x8 = 3x6 = 3x4 30 Scale = 1:60.9 10 11 0 I6 3x5 = 8-1-1 13-10-2 1 22-1-14 22 -7 27-10-15 36-0-0 8-1-1 5-9-1 %2-0 1-3-14 6-11-14 0- -9 5-8-8 8-1-1 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. 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 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBER- TOP CHORD 1 2x4 SP M 30 BRACING - 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 i WEBS 1 Row at micipt 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 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) I FORCES. (1 ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1239/757, 3-5=-437/333, 5-6=-432/448, 6-7= 272/773, 7-9— 376/778, 9-10= 334/220 BOT 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) Unbalanc roof live loads have been considered for this design. 2) Wind: AS E 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; incl., 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 zo e;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Oib A unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus ' 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 bet 11penthe bottom chord and any other members, with BCDL = 10.0psf. 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 141866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARN - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE. ° .G Design v lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss sy I'm. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building 'sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatl storage, delivery, erection and bracing of trusses and truss systems, seeANSYMIJ Cua@y Ci feda, DSO-89 and BCS1 BuUdmg Component 6904 Parke East Blvd. Safetylh.onncrfion3vcllable 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 � Job Reference _optional) GnamDefS I Fuss Inc., FOn Fierce, FL o. 1 o0 c ma i 1 cv 1 o ,vu i en uwuau ies, n.C. i ..�.��..... �.. ... ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-MufEPtxlEiUei -p8ZNkfGaZCNIFUHQDighgzTU2V 16-0-0 24-0-0 1-0- 8.0.0 12-0-0 14.0-0 15-6-0 18-0-0 20-0-0 22-0-02 -10- 5 28-0-0 36-0.0 7.0- 1-D-0 8.0.0 4-0-0 2-0-0 1-6-0 -6- 2-0-0 2-D-0 2-0-0 0.10.15 4.0-0 8-0-0 1-1-1 Scale: 3/16"=1' 5x6 = 9 12 14 i 7x10 MT18HS 7 16 5 18 7x10 4.00 F12 3x6 I 5 c = x - 3 8 0 17 20 �1 21 2122- N Ir;, p 28 27 26 25 24 23 O 3x6 I I 4x6 = 6x8 = 6x8 = 3x6 11 3x5 = ic6 = 3x6 = i 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 Plate Offsets ,Y -- 2:0-0-2,Ed e , 3:0-3-8,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 LOADING (ps�� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20: Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14. 28-31 >999 360 MT20 244/190 TCDL . 7 8 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 010 ' Rep Stress Incr NO W B 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208'Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 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 (jt=length) 25=0-11-5. (lb) Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 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) FORCES. (I ') -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=-2131718, 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,, 2-28= 971/2236, 26-28=-922/2090, 25-26- 855/521, 23-25=-516/1204, 21-23= 569/1344 WEBS II 8-26- 1333/1008, 17-25=-979/756, 3-28= 419/1254, 3-26= 3236/1698, 2b-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) Unbalanc roof live loads have been considered for this design. 2) Wind: ASgE 7-10; Vult=165mph (3-second.gust) Vasd=128mph; T.CDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) Ali plates re MT20 plates unless otherwise indicated. 5) All plates re 3x4 MT20 unless otherwise indicated. 6) This trusslas 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 between the bottom chord and any other members. 8) Provide '�'JL�chanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 11�59 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder ca fies hip end with 8-0-0 end setback. 10) Graphic pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. I ) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, d 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the response llity of others. 12) In the L „AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARN j�!llG - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M1F7473 rev. 10/03/2015 BEFORE USE.' Design for MlTek®conneciors. fill design (s . vdlid I- a truss s use only with based only upon parameters shown- and Is for an Individual building component not ' em. Before use• the building designer must verify the applicability of design parameters and properly incorporate this tleslgn Into the overall eslgn. &acing Indicated Is to prevent buckllrtiq of Individual truss web and/or chord members only. Additional temporary and permanent brming MiTek n always Wred for stability and To prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabricate n storage, delivery, erecflon and bracing of Trusses and truss systems, seeANSUIPIi Cua111yCrBerfa, DSB 89 and BCSI Building Compononf 6904 Parke East Blvd. Safetyin otmatlonovdlable from Tnrss Plate Institute. 218 N. Lee Street. Suite 312, M...dil VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference o tional Chambers I russj'IInc., fort Nlerce, I-L a. Iou 6 NRa 1i Gu to iu. en aiuuau,oa, a— i I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-MufEPtxl Ei UezVaW_pBZNkfGaZCN IFUHQD 1 ghgzTU2V LOAD CASE(S)'i Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Laws (plf) Vert: 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) Concentrate Loads (lb) Vert: l; 8= 641(F) 23=-641(F) © WARN yG - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall balding sign. Bracing Indlcated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the (r, storage, delivery, erection and bracing of pusses and truss systems, seeANSU1P/t CUaf(tyCrtlarlo, DSB-09 and BCSI Building Component 6904 Parke East Blvd. safety/n(prmallanavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) unamcers i rus ;i nc., r-on rierce, M 1-0- 7-10-0 -0- 7-10-0 5x8 MT1 SHS = 4.00 12 3 �1 2 6 3x5 = ID:kFvnsnOwY419ZhOvnM3lc6ylJ9g -mTKNi uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S 09-e-n 9R-9-n 36-0-0 37-0-p 4-4.0 3x4 11 5x8 = 22 23 24 25 4 26 27 5 28 i5 34 14 13 35 36 37 38 3x4 11 46 = 6x12 = 5-10-0 Scale=1:61.9 5x8 MT18HS = 3x4 11 629 30 31 32 33 7 v B N 9 � Io 12 39 11 40 10 6x12 = 4x6 = 3x4 I I 3x5 = LOADING (psi)SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L M TCLL 20. Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 TCDL 7 , Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 BCLL 0 e Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10. Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.22 10-21 >999. 240 LUMBER- I BRACING - PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 161lb FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puriins. BOT CHORD 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 i REACTIONS-' (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 j Max 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) FORCES. (I) 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= 1158/2051, 5-6— 2318/1425, 6-7=-2318/1425, 7-8= 2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS I,I 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, 7-10= 184/651 NOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS IE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft-, L=36ft; eave=5ft; Cat. Il; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) All plates ire MT20 plates unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus 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 be 'pen the bottom chord and any other members. 7) Provide m r chanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 a d 799 lb uplift at joint B. 8) Hanger(s) �p r other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 1 3 lb down and 170 lb up at 10-0-12, 103 Ib down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and ,170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 Ib down and 170 lb up at 19-11-4, 103 lb down and 170 ib up at 2 -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 n top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 Ito up at 8-0-12, 77 Ito down -and 1 lb up at 10-0-12, Ib 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 up at P8-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 Ito down and I1 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. The desi /selection of such connection device(s) is the responsibility of others. 9) In the LO i D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® wARV G -Verity design Paremerers and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mih7473 rev. 10/0312g15 BEFORE USE. ' Design v id for use only with MITek® connectors. This design k based only upon parameters shown, and Is for an tndlNduaI twlidiW component not a truss s em. Before use, the bulldfng designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building esign. &acing Indicated Is to prevent buckling of Indivlduai truss web and/or chord members only. Addill-nal temporary and permanent brining MiTek" fabr call '9Torage, delivery erection endnbracing f trutsseondl htr�ss$$system& seeANSpUlP1"i Qu tByCrMerla, DSB.B9 and SCSI BUQdhrg Component 6904 Parke East Blvd. Safaftrin omraHomvallable from Tnrss Ptate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference o tional Chambers Trus$1 Inc., Fort Pierce, FL '5.l:iu s Mar 11 zuiu tvlr i BK QlausOreS, mu. rn Apt v 0e.2-5. 2 3 ray- c I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2n6xVb6j6BFUl?zTU2S LOAD CASE(S)' Standard 1) Dead + Rooflj ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert 1-3= 54, 3-7=-54, 7-9= 54, 16-19=-20 Concentrate Loads (lb) Vert 3=-137(B) 5= 103(B) 7=-137(B) 14=-49(B) 15= 389(B) 10=-389(B) 11=-49(B) 22= 103(B) 24=-103(B) 26 103(13) 27=-103(B) 28=-103(B) 29= 103(B) 31= 103(B) 33=-103(B) 34=-49(B) 35= 49(B) 36=-49(B) 37=-49(B) 38= 49(B) 39=-49(B) 40=-49(B) A WARN G - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design v Ild for use oNy with MITek0 connectors. This design Is based oNy upon parameters stiown, and h for an ind(vldual twflding component, not ' a truss sy3lem. Before use, the building designer must vedty the applicability of design parameters and properly Incorporate this design Into the overall building qY gn. &acing Irrtlk`ated Is to prevent buckling of Individual tmssweb arxi/or chord members only. Additional temporary and permanent bracing MiTek° 6 always equlred for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the fabricatl }storage, delivery, e,_,O. and bracing of imsses and truss systems seeANSU1P11 CuolBy CtMetb, DSB 89 and BCSI BuBdtrtg Component 6904 Parke East Blvd. Solely ormoNolgva table from Trr15s Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708831 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Trus$� Inc., Fort Pierce, FL t3.130 s Mar i i zui 8 Mi i ex inausmes, mc. rn Apr o aa:za:ay cv to rage i II ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-EfuIEE_plx_3S6tHDeCVXag4AAgxEFQsLr?2gRzTU2R 100 200 1-0-0 2-0-0 Scale = 1:7.8 3x4 = if 2-0-0 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2C Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 016 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10j0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD , 2x4 SP No.3 BOT CHORD i 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. j (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(1-0 3) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS.1, 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; f cf., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This trus i 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 bet,+en the bottom chord and any other members. 4) Refer to gi der(s) for truss to truss connections. 5) Provide m chanical 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. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cent 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: April 6,2018 ® WARM) G - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1--7473 rev, 10/03/2015 BEFORE USE ° Design vc Ild for use only with MITek® connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss Sys �m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate'ihls design Into the overall building sign. Bracing Indicated Is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` is always wired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlo storage, delivery, erection and bracing of trusses and truss systems, seeANSU1PI1 CaatHy Cifrmla, DSO-89 and SCSI BulldOrg Component 6904 Parke East Blvd. Safety In , nnallonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Tampa, FL 33610 Job Truss Truss Type Qty Ply 299 T13708832 M11412 J4 MONO TRUSS 8 1 �CARLTON Job Referenceo (optional) ,-narnuers nustti inc., ran rrerae, rL 1-0-0 1 I D:kFvnsnOwY419Zh0_nM31c6yligg-A2OVfw?3pYEnhQ1 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 3x4 = 4 Scale = 1:11.1 LOADING (p II) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 209 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7 QQ Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0 0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10i Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD ! 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.' (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical i� 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. JI) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS ,� 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; ncl., 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 members d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trus 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 bet en the bottom chord and any other members. 4) Refer to gi er(s) for truss to truss connections. 5) Provide m 'chanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 ib,1, plift 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 A WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. " Design v id for use only with MfTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss sy em. Before use, the building designer must vedty the applicability of design parameters and properly Incorporate this design Into the overall bullding sign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' [Sall .equired fabricatl �t for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Quality Crlfeft DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety In onnaflonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708833 M11412 IJ6 MONO TRUSS 8 1 Job Reference o tional Chambers Trus�j Inc., . Fort Pierce, FL 3x4 = & IiKs Mar 11 20i8Mji BKmuub1iwb, it I, ni Mln ova.ca.v,<v,v r. av,, I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-fEattGOhasMeJacsunmC9CSYh0W f Rc9J 1 pDiRmzTU2O 6-0-0 _ 6-0-0 6-0-0 LOADING (p f) SPACING- 210-0 CSI. DEFL. In (loc) Well Ud TCLL 20 0 Plate Grip DOL .25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 4�'6 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL o 0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1or�10 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD_II 2x4 SP M 30 BOT CHORa2x4 SP No.3 Scale=1:14.3 PLATES GRIP MT20 244/190 Weight: 20 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. 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=-8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=59ft; L=36ft eave=5ft; Cat. II; Exp C; ncl., GCpl=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 ' nd forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss �as been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This tru 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 bet een the bottom chord and any other members. 4) Refer to gi`der(s) for truss to truss connections. 5) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 an I8 lb uplift at joint 4. Walter P. Finn PE No.22639 PAiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 ® WAR 41 NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114II--7473 rev. 10/032015 BEFORE USE. ' Design ,,solid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall builds design. &acing Indicated Is to prevent buckiing of Individual truss web and/or chortl members only. Additional temporary and permanent bracing MiTek' ' Is alwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrical n storage, delivery, erection and bracing of busses and tnrss systems seeANSUIPII AMV C nio, DSB-89 and SCSI Bulldfng Component 6904 Parke East Blvd. SaN/VINomlaHorovallable trom Truss Plate Institute, 218 N. lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708834 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) cnam0ers r rusp, inc., MR Tierce, ru LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO FORCES. E ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale = 1:17.4 3x4 -.--; 4 f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 2x4 SP M 30 2x4 SP M 30 (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) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8-0-0 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. NOTES- 1) Wind: A CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5fh Cat. 11; Exp C;' fncl. GCpi=0.18; MW FRS (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 member ,land forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trushas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tru s 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 be green the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 aq,0 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WA I -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M1F7473 rev, 10/03l2016 BEFORE USE. " ir11NG Design a"d for use only with MiTek(�1 connectors. This design Is based only upon parameters shown, and Is for an Individual bueding component, not a truss stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldl aiw design. Bracing Irrdlcated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing required for sTabllify and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the MiTek fbb8 d' in " DS8 89 and BCSI Butlding Componenr vd Safefyi; lofmallorf3vaillable from Truss PladTe Ins iltute, 2 8N Lee Street, Sirite 312, Al ndriat VA 2 4.� Tempe, FLe 33610 Job Truss Truss Type City Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) cnamoers I rus$` Inc., rorr Fierce, rL o. o� a . „ " , �.. - , -I- . I D:kFvnsnOwY4I9Zh0_nM31c6ylJ9g-XOpOtd3Ce4t4oBwd7cg8J2cA7?zcN09uyRBwaXzTU2K 1.0.0 7-10-0 1-0-0 7-10-0 1 3x4 =' 4 7-10-0 Scale=1:17.2 Plate Offsets (X Y)-- [2:0-1-14 Edge) LOADING (p I f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 2 0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 2441190 TCDL h0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4=7 >331 240 BOLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) -0700 3 n/a n/a BCDL 1 �0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26lb FT=20% LUMBER - TOP CHOR 2x4 SP M 30 BOT CHOR 2x4 SP M 30 I REACTION (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) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS , E 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. II; Exp C; ltncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for membersland forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This tru s 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 be een the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at joint 2 ag11 13 lb uplift at joint 4. J Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 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 MII--7473 rev. 1016312015 BEFORE USE. ' Design slid for use oNy with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildin design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is aiw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Von, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1PN Quality Cdleft DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salofv6rlonnallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply CARLTON 299 T13708836 M11412 KJ8 MONO TRUSS 2 1 ' Job Reference (optional) Chambers Trus$i Inc., Fort Pierce, FL 10 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SAi7o 1 V40E 1 tcOTicPpj DrFFBPIgOfQzTU21 4-0-9 12 2.83 12 3x4 ill Scale4=1 13 14 6 15 2x3 I I 3x4 = 3x4 = 5 7-2-7 11-0.12 11-3r0 7-2-7 3-10-5 U-2-4 LOADING (p Ili) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.10 Rep Stress lncr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 1110 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. I BOT CHOR I 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTION (lb/size) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) 11b) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-866/230 BOT CHOR 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5= 913/257 NOTES- III 1) Wind: A E 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; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This trus' has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This trus 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 be veen the bottom chord and any other members. 4) Refer toIrder(s) for truss to truss connections. 5) Provideechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 lb uplift at joint 2 a118 lb uplift at joint 5. 6) Hanger(l)or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at L11-0, 9lb down and 58 lb up at 2-11-0,'B 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 d 143 b up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 26 I 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 Ib up at -6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the L !AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CA E(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform'Loads (Pit) ert: 1-4=-54, 5-7=-20 Concen la Loads (Ib) /ert: 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.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 II ® WA NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 104t32015 BEFORE USE' Design alid for use oNy with MITekCa connectors. This design k based only upon parameters shown, and Is for an IndlNdual building component, not a truss stem. Before use, The building designer must verify the applicability of deIarameters and properly Incorporate ihts design Into the overall builds design. Bracing Indicated is to prevent buckifrLq of Indivkival truss web r chord members only. AdditionaTemporaryand permanentbracing a reqforstabfliand To preent collapsewithersolinfpropertydForeneral guidance regartl MiTek* ion, sdelivery,erection and bracing of pussetussstems,eS!/TPIi GtraIRy CMeda, DSB-09 and BCST BugdOtg Component 6904 Parke East Blvd. Saletr otmailomvallable from Tnrss Pate Institute, 218 N. Lee Street- Suite 312, Alexondrt.. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry, Ply CARLTON 299 T13708837 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) o ,o— nA .,, On10 &AiTo4lndus!rles Inc Fri Anr a na-an-nR 2n1a Pans 1 Inc Chambers i rus mc•, rbn rrerce, r� ..... - -- - - - I D:kFvnsnOwY4i9Zh0_nM31c6ylJgg-uzdHmL7KTdVNuyobwAQJ06J6n01 D2b9d5jvhGlzTU2F -1- L,0 6-10-0 11-0-3 1-5, 6-10-0 4.2-3 Scale = 1:19.9 4 i 2.83 12 12 3x4 3 11 i I 10 2 13 14 6 15 5 2x3 11 3x4 = 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADING (pIf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TIC0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL .0 ' Rep Stress Incr NO WB 0.34 110.01 5 n/a n/a BCDL 1 .0 Code FBC2017ITP12014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTION (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical i Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2= 321(LC 8), 5=-202(LC 5) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOR 2-3— 846/526 BOT CHORI( 2-6_ 520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: A i�E 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 f IEncl. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 4) Refer to �irder(s) for truss to truss connections. 5) Provide Mechanical connection (by others) of truss to, bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at 'joint 2 a 202'Ib uplift at joint 5. 6) Hanger(y� or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, $? lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 143I1b up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 to down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at B-6-14, and 31 lb down and 14 lb up at 8-4-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA$E(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UniformI (pit) �Vjert: �/ert: 1-4=-54, 5-7=-20 Concenrated Loads (lb) 10=80(F=40, B=40) 11=-2(F=-1, 13 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 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WAR Desi /NG - VI desfgn parameters and READ NOTES ONTN/S AND INCLUDED Mff REFERANCE PAGE MIl-7473 rev, f0/03l1015 BEFORE USE. Calid for use only with Mliek® connectors, lhls design Is based only upon parameters shown, and Is for an UxiINdual building component not a truss bulidi ;ystem. Before use, the building designer must ver(ry the applicability of design parameters and properly Incorporate ihfs design InTo the overall design. Bracing Indicated Is to buckling of Individual tmss web antl/or chord members only. Additional temporary and permanent brming MiTek* k alwdQQ!!"ys prevent required for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the Sf._b , lnlormallotuvallable from Truss Place Inasntute218 Ne Lee Scree .Suite 312 Al r r'a VA 2 w 4.�oda, DSB,9 a.d,CSI BOUd/ng ComPon®n1 Tampa, FL 33610 vd. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in 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, c1-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral braces themselves 0 WEBS 4 wide truss spacing, individual may require bracing, or alternative Tor I of ,� 0 bracing should be considered. O u '� �3� 3 O a:3. Never exceed the design loading shown and never braced trusses. aU stack materials on inadequately 0 a- 4. Provide copies of this truss design to the building For 4 x-2 orientation, locate c� 3 BOTTOM CHORDS csb ~ designer, erection supervisor, property owner and all other interested parties. plates 0-'aa' from outside edge of truss. 8 7 6 5 5. Out members to bear tightly against each other. 6. Place plates on each face of truss at each . This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE jointand embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from `Plate location deta>7s ava►7able in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BYEND JOINT NUMBERS/LETTERS the environment in accord with ANSI/TPI 1. Software or upon request. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports; use with fire retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the ' width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR 1988 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 1a, Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ,0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI I: National Design Specification for Metal 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone - — — Pltlte G9taf4eGted [V--A Tr - DSB-89: Design Standard for Bracing. BCSI: BuildingComponent Safe Information, MR&I/TPI 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015