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HomeMy WebLinkAboutTriuss Drawings Project Information: Customer. Job Number. SOLTY PLUMBING 170464 Job Name: cuSTOM TRUSS CESPEDES RES. GYM 1890 W. ATLANTIC AVE Address: DELRAY BEACH, FL 33444 C24 CANAL ROAD 954-786-8800 City,ST,ZIP: FT. PIERCE, General Truss Engineering Criteria & Design Loads Building Code and Chapter. Computer Program Used: FBC2014/TPI2007 MiTek Version: 8.02 Nov 18 2016 Gravity: Gravity. 55.0 psf ROOF TOTAL LOAD N/A Wind 170 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes a Truss Index Sheet and 35 individual truss design drawings,together with the attached index of the Truss System design drawings. I_hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of Professional Re` utafipfa��'� Note: Furthermore,the responsibility of the undersigned is solely limited to the y� �5 design of the truss components shown.The suitability and use of these ,.,� �k�• �,� �� �;g � ��, trusses for any building is the responsibility of the building designer. Delegated Engineer: CARL G. FORBES FL LIC. NO: 20699 a 555 S. POMPANO PKWY. POMPANO BEACH FL. 33069 (954) 682-6651 20 04/18/17 A27 2 04/25/17 A10 21 04/17/17 A3 3 04/25/17 Al 22 04/25/17 A4 4 04/25/17 Al2 23 04/25/17 A5 5 04/17/17 A13 24 04/25/17 A6 6 04/17/17 A14 25 04/25/17 A7 7 04/17/17 A15 26 04/25/17 A8 8 04/17/17 A16 27 04/25/17 A9 9 04117/17 A17 28 04/18/17 AG1 10 04/17/17 Al 29 04/18/17 AG2 11 04/17/17 A19 30 04/25/17 EJ7 12 04/17/17 A2 31 04/17/17 EVA 13 04/17/17 A20 32 04/17/17 HJ7 14 04/17/17 A21 33 04/17/17 J 1 15 04/17/17 A22 34 04/17/17 J3 16 04/17/17 A23 35 04/17/17 J5 17 04/17/17 A24 18 04/17/17 A25 ALE COU 19 04/18/17 A26 PY Page 1 of 1 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 Al Half Hip 2 1 Job Reference o fional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:21:54 2017 Page 1 13-0-0 77-0- ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-mgA2GUku?oQWE4dka590edb4 omOmlL91_XRhMbgh '-0 I-0 1108 7-4-8 7-1-0 78-0 Scale=1:53:5 Dead Load Defl.=5/16 in 4x10= 3x4= 4.00 12 3x4= 3x6= 1.5x4 11 5x12= 4x6� 4 22 23 5 24 6 7 25 8 3 1.5x4 II WCL1 2 20 12zz� 10 1 5 19 m I� • o 114 13 12 11 10 9 3x4= 6x6= 3x4= 5x10= 3x4 II 3x8 MT20HS= 4x4= 13-0-0 13-7-4 2-0-0 2 10 8-10-8 i 16-3-0 I 23-4-0 I 31-0-0 i 2-0-6 0-4-0 6-6-8 7-4-8 7-1-0 7-8-0 Plate offsets(x Y)— r1:0-0-0 0 0-151 f4.o-5-1z 0 2-01 fB:0-5-8 0-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.23 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.55 10-11 >627 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.95 Horz(TL) 0.11 19 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.28 10-11 >999 240 Weight:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied,except end verticals. T2:20 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-14,8-10 WEBS 2x4 SP No.3*Except* with 2x4 SP No.3 with 2-10d(0.131"x3')nails and cross brace spacing of 20-0-0 oc. WCL3:2x6 SP No.2,W9,W11:2x4 SP No.2 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 14=184010-8-0(min.0-2-3),19=1522IMechanical erection in accordance with Stabilizer Installationuide. Max Horz 14=208(LC 12) Max Uplift14=877(LC 12).19=713(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=292153,3-4=265711385,4-22=-3642/1861,22-23=364211861,5-23=-3642/1861,5-24=2880/1439,6-24=288011439,6-7=2880/1439, 7-25=-2880/1439,B-25=-2880/1439 BOT CHORD 1-14=01279,13-14=1321/2311,12-13=1349/2520,11-12=1349/2520,10-11=-1861/3642,9-10=145/293 WEBS 3-13=1731477,3-14=2622/1445,2-14=453/416,8.10=141312825,7-10=-6581496,4-11=614/1318,5-11=377/295,5-10=-8351463 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf,BCDL=4.Opsf;h=25ft;B=45ft;L=31ff;eave=lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to B-10-8,Exterior(2)8-10-8 to 13.3-2 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 877 lb uplift at joint 14 and 713 Ib uplift at joint 19. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and%Z gypsum sheelrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARE.O. FORBES FL LIC. NO: 20899 555 S. POMPANO PKWY. POMPANO BEACH FL.33069 (964}682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A10 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:21:56 2017 Page 1 13-0-0 ID:h4e2PP-3FTPK7zskFWdYNwzPoMs-iCHohip-WggETOn7iVVEN2gg)cRxmgHec3TeWlzMbgf 25-0-0 2-4-0 5-0-0 11-0-0 16-10-8 20-0-0 23-0-0 4-0- 26-10-8 a-0- 31-5-0 2-4-0 2-8-0 6-0-0 5.10-8 3-1-8 3-0-0 -0- i-10-8 1-1-8 3-5-0 1-0-0 4x6= Scale=1:73.8 5xl0 MT20HS= 46= Dead Load Deft.=3/8 in 4.00 12 1.5x4 II 3x8= 6xl2= 11 13 15 16 4x6 3x4 31 8 3x6 4x8 7 9 30 6 5 _ 4 3x4 7::, VV26 7x10 MT28 W EIL rn 4 14 MT18HS% .5 2 19 5 3x4 4x6 3 27 1 29 2 30 0 1 c5 W <i 14 o . 24 23 22 21 20 19 18 17 3x4— 3x6 II 4x8= 3x4= 7x8= 5x5= 6x6= 4x4 II 3x4= 13-0-0 16-0-0 2-0-02 5-0-0 11-0-0 16-10-8 PO-0-0 2 -108 26-1%8 8-0- 31-5-0 2-0-00-4-0 2-8-0 6-0-0 5-10.8 3-1-8 0-10- 6-0-0 -1- 3-5-0 Plate Offsets(X Y)— f9:0-B-0,0-1-01 f13:047 Edgel f 15.0-3-8 0-1-81 f16:0-3-8 0-3-01 f17-Edge 0-3-81 f19:0-2-4 Edgel f23.0-3-8 0-2-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.35 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.74 19 >468 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.94 Horz(TL) 0.17 29 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.43 19-20 >808 240 Weight:251 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. TV&20 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Except* WEBS 1 Row at midpt 6-20,16-18,14-18 B2:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131'x3")nails and cross brace spacing of 20-0.0 oc. WEBS 2x4 SP No.3'Except' W1:2x6 SP No.2,W26,W27:2x4 SP No.2 JOINTS 1 Brace at Jt(s):10,12,14 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 24=1856/0-8-0(min.0-2-3j,29=1546/0-5-0(min.0-1-8) erection in accordance with Stabilizer Installation guide. Max Horz24=629(LC 12) Max Uplift24=792(1_13 12),29=734(LC 12) Max Grav24=1856(LC 1),29=1757(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=347/218,2-30=2135/684,3-30=2078/696,3-4=2751/953,4-5=2258/775,5-6=21601789, 6-7=5619/2607,7-31=4115/2116,8-31=-4052/2126,8-11=2103/1114,11-13=1986/1111,13-15=1944/1122, 15-16=636/285,9-10=-2558/4978,10-12=-180213065 BOT CHORD 1-24=-169/353,23.24=-4231191,22-23=1215/2033,21-22=-1378/2573,20-21=1378/2573,19-20=-310/684, 18-19=303/672 WEBS 2-24=1735/815,2-23=889/2308,3-23=737/378,4-20=663/383,6-20=2056/1140,9-19=73/362, 7-9=166/593,16-18=842/1922,3-22=1761593,14-18=1211/799,14-15=1176/780,8-10=878/1778, 8-12=2381/1297,6-9=-164513252,9-20=1565/2876,7-10=1522/606,11-12=1001304,12-15=1158/1819 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-1-11,Intedor(1)3-1-11 to 26-10-8,Extedor(2)26-10-6 to 30-9-12 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psf)on member(s).13-15 B)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room./B-19 9)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 792 lb uplift at joint 24 and 734 Ib uplift at joint 29. 11)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and YW gypsum sheetrock be applied directly to the bottom chord. 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for U360 deflection. CARL C3.FORBES LOAD CASE(S) Standard FL LIC. NO:20699 555 S. POMPANO PKWYY. PA,MPANO BEACH, FL..3USS (954�682-+6661 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 Al 1 ROOF TRUSS 2 1 Job Reference o tional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MITek Industries,Inc.Thu Apr 27 07:21:57 2017 Page 1 13-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-APrAvWrVgloj855YMJFDj5FGDr00nTV7ZogDB2CzMbge 25-0-0 2-4-0 5-0-0 11-0.0 16-10-8 20-0-0 23-0-0 4-0- 28-0-0 2-10 8 31-5-0 2-4-0 2-8-0 6-0-0 5-10-6 3-1-8 3-0-0 -0- 3-0-0 -10- 2-6-8 1-0-0 4x6 Scale=1:72.7 = 4x6— Dead Load Defl.=3/8 in 4x6; 7x12= 4.00 F12 13 15 16 1.5x4 II 4x6%3111 8 3x6 7:� 4xB 7 9 30 6 5 4 W 7x10 MT2M 2 W26 1 4 5 14 MT18HS 5 o 4x6 3 27 1 29 2 30 0 1 O W o 24 23 22 21 20 19 18 17 1.5x4 II 4x8= 7x8= 5x5= 6x6= 13-0-0 16-0-0 2-0-02 4 0 5-0-0 11-0-0 16-10-8 20-0-0 2 -10 8 28-0-0 2 -10 31-5-0 2 -00-4-0 2-8-0 6-0-0 5-10-8 3-1-8 -10- 7-1-8 10 2 6 8 Plate Offsets(X,))-- f9:0-8-0 0-1-01 f 15:0-2-0 0-2-131 f 16:0-3-8 0-3-41 f 18.0-3-0 0-241 f 23.0-3-B 0-2-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.35 18-19 >994 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.74 19 >467 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB ON Horz(TL) 0.14 29 nla n/a MT18HS 244/190 BCDL 10.0 Code FBC20141TPI2007 Matrix-AS Wlnd(LL) 0.43 19-20 >810 240 Weight:256 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. TV&2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2*Except' WEBS 1 Row at midpt 6-20,16-18,14-18 B2:2x6 SP No.2 with 2x4 SP No.3 with 2-1Od(0.131"x3°)nails and cross brace spacing of 20-0-0 oC. WEBS 2x4 SP No.3'Except* W1:2x6 SP No.2,W26,W27:2x4 SP No.2 JOINTS 1 Brace at Jt(s):10,12,14 OTHERS 2x6 SP No.2 iTek recommends that Stabilizers and required cross bracing be ins( alled during truss aerection in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 24=1856/0-8-0(min.0-2-3),29=1541/0-5-0(min.0-1-8) Max Horz 24=675(LC 12) Max Uplift24=-777(LC 12),29=752(1-13 12) Max Grav24=1856(LC 1),29=1757(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=348/218,2-30=2133/661,3-30=2076/673,3-4=2748/899,4-5=-2254/706,5-6=2156f720, 6-7=5694/2486,7-8=4167/1965,8.3 1=2 22511 04 5,11-31=2194/1052,11-13=220511115,13-15=662/304, 15-16=-619/284,9-10=-2492/5077,10-12=-1696/3129 BOT CHORD 1-24=-169/354,23-24=-4681213,22-23=-1230/2034,21-22=1366/2573,20-21=1366/2573,19-20=-306/665, 18-19=299/653 WEBS 2-24=1730796,2-23=-855/2306,3-23=-737/368,4-20=664/388,6-20=2091/1113,9-19=66/366, 7-9=166/588,16.18=-921/2046,3-22=159/592,14-18=13261889,13-14=1298/873,8-10=863/1807, B-12=2223/1116,6-9=-159713329,9-20=153312913,7-10=1550/624,12-13=125212152 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=3111;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (direcfional)and C-C Extedor(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 28-10-8,Extedor(2)28-10-8 to 30-9-12 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss 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 vide will fit between the bottom chord and any other members. 8)Ceiling dead load(5.0 pst)on member(s).13-15 9)Bottom chord live load(40.0 psf)and additional bottom chard dead load(0.0 psf)applied only to room.18-19 10)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 777 lb uplift at joint 24 and 752 lb uplift at joint 29. 12)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. �.A Ri C3. FQ���S 15)Attic room checked for L/360 deflection. FL LIC.NO:20699 LOADCASE(S) Standard 555 S. POMPANO PKWY. PAMPANO BEACH,FL.33069 (994}682-6691 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 Al2 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:21:58 2017 Page 1 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-e 25-M �PZn021 wyjixVpxEKoTmDC07tEaCx3NylaezMbgd 13-0-0 3- 2-0-0 5-0-0 11-" 16-10-8 20-0-0 23-0-0 4 28-0-0 30.6.03 1 2-4-0 2-e-0 6-0-0 5-10-6 3-1-6 3-00 1-0- 3-0-0 2-8-0 0--8 1-0-0 0.6 8 4x6= Scale=1:78.9 4.00 F12 4x6— Dead Load Defl.=3/8 in — 7x12= 1.5x4 II 4x6 16 46% 14 3x6% 12 3x4 5 g c12— 4x8% 7 1 9 30 6 W 2 5 2 m 3x4 3x4� W26 7x10 MT20HS IO1 5 a14MT18HS% 1.5 d 4 5 3x4� m 4x6 5� 3 IVA 1 29 16 30 27 2 4 1 0 W o 24 23 22 21 20 19 18 17 3x4= 1.5x4 II 4x8= 3x4= 7x8= 5x5= 7x6= 4x4 II 3x4= 13-0-0 16-0-0 2-0-02 4 0 5-0-0 11-0-0 16-10-8 20-0-0 2-10 8 28-0-0 30-10-8 3- 0 2-0-00-4-0 2-8-0 6-0-0 5-10-8 3-1-8 -10- 7-1-8 2-1 0-8 0-6-8 Plate Offsets(X Y)-- f9:0-8-0 0-1-01 (16 0-3-8 0-2-41 f17•Edge 0-3-81 f 18.0-3-0 0-2-41 (23:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.35 18-19 >982 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.75 19 >464 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.92 Horz(TL) 0.14 29 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.43 19-20 >808 240 Weight:260 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. TV&2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 16-25,6-20,16-18,15-18,14-15 B2:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3')nails and cross brace spacing of 20-0-0 oc. WEBS 20 SP No.3'Except' W1:2x6 SP No.2,W26,W27:2x4 SP No.2 JOINTS 1 Brace at Jt(s):10,13,15 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 24=1855/0-8-0(min.0-2-3),29=153510-5-0(min.0-1-8) Max Horz24=720(LC 12) Max Uplift24=762(LC 12),29=772(LC 12) Max Grav24=1855(LC 1),29=1756(LC 18) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-350/218,2-30=2131/638,3-30=2074/650,3-4=2745/846,4-5=2617/863,5-6=22511673, 6-7=5681/2396,7-8=A149/1834,8-11=4108/1844,11-12=2203/930,12-14=2177/971,14-16=-707/250, 9-10=244215064,10-13=-1622/3113 BOT CHORD 1-24=169/356,23-24=-5111235,22-23=1253/2034,21-22=134212572,20-21=-1342/2572,19-20=-271/667, 18-19=264/655 WEBS 2-24=1733/779,2-23=830/2305,3-23=736/360,5-20=665/393,6-20=2087/1093,9-19=63/369, 7-9=1691591,16-18=859/2179,3-22=1451591,15-18=1447/835,14-15=1418/821,10-11=851/1804, 11-13=2233/1124,6-9=155513320,9-20=1521/2907,7-10=1555/629,13-14=-1139/2121 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.OpsF,BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 30-0-12 zone;cantilever left and right exposed;GC for members and fames&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 pst)applied only to room.18-19 7)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 762 lb uplift at joint 24 and 772 lb uplift at joint 29. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the lop chord and 1%7 gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 12)Attic room checked for L/360 deflection. LOAD CASE(S)Standard CARL 0, FOR13ES FL LIG. NO:20899 555 S. POMPANO PKWY. PAMPANO BEACH, FL.. 69 (954y 682-6661 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 A13 Half Hip 11 1 Jab Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print.8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:21:59 2017 Page 1 13.0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoN%%VJBolpL2pKsWiiNeIZLhIBRpUiz5V5111164zMbec 2-4-0 5.0-9 11-0-0 16-10-9 24-0.0 30-8-o 30 1 Y11 2-4-0 2-a-0 6-0-0 5-10.8 7-i-8 68-0 0.-8 0-6-e Scale=1:77.5 4x6= Dead Load Deft.=5/16 in 5x12 9 1.5x4 II 4.00 12 3x6 8 3x4 7 6 W1 3x6 3x4% 2 5 � 1 4 WB .5x4 II 5x6 3 1 21 2 22 0 1 m o 16 15 14 13 12 23 11 24 10 3x4— 3x6 11 3x10= 1.5x4 II 3x4= 5x8= 4x4 11 13-0-0 3x4= 16-0-0 2-0.0214f0 5-0-0 t 11-0-0 I 16-10-9 24-0-0 1 31-5-0 2-0-00-4-0 2-9-0 6-0-D 5-10.9 7-1-a 7.5.0 Plate Offsets(X Y)— 19:0-3-8 0-3-Ol (10 Edge 0-3-81 f15 0-3-8 0-1-81 LOADING(psf) SPACING. 240 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.24 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.55 12-14 >632 240 BCLL 0.0' Rep Stress Incr YES WE 0.66 Horz(TL) 0.21 21 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Wind(LL) 0.22 12-14 >999 240 Weight:203 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied,except end verticals. T3:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 6-11,8.11,9-11 B1:2x4 SP M 30 with 2x4 SP No.3 with 2-10d(0.131'x3")nails and cross brace spacing of 20-0-0 oc. WEBS 20 SP No.3*Except* W1:2x6 SP No.2,W2,W10:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1855/0-8-0(min.0-2-3),21=1535/0-5-0(min.0-1-8) Max Horz 16=720(LC 12) Max Uplift16=762(LC 12),21=772(LC 12) Max Gravl6=1855(LC 1),21=1544(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-387/365,2-22=2508/701,3.22=2440/710,3-4=2651/831,4-5=2524/846,5-6=2164/678,6.7=1248/324,7-8=-10691343,8-9=-1256/523 BOT CHORD 1-16=324/394,15-16=-4881146,14-15=1320/2408,1314=1320/2408,12-13=1320/2408,12-23=-1025/2003,11-23=1025/2003 WEBS 2-16=1913/821,2-15=-98412911,3-15=-691/353,5-12=481/351,6-12=150/468,6-11=11931618,8-11=656/459,9-11=-931/1841 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)040 to 3-1-11,Interior(1)3-1-11 to 30-9-12 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 4)Bearing at joint(s)21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 762 lb uplift at joint 16 and 772 lb uplift at joint 21. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/T gypsum sheetrock be applied directly to the bottom chord. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL 0. FORBES FL LIC.NO:28669 555 S. POMPANO PKWY. PAMPANO BEACH, FL.33969 (954j 682-6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A14 Hip 2 1 Job Reference(optional) Custom Truss,Delray beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:21:59 2017 Page 1 16-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-6nzxJBolpL2pKsWiNelZLhICrpYQz%OP51U164zMbec i 7-0-0 I I 15-2.0 21-4-0 28-4-0 7-0-0 2-0-0 6-2-0 6-2-0 7-0-0 Scale=1:47:2 Dead Load Deft.=3/16 in 4x8= 1.5x4 II 4x10= 4.00 12 4 19 20 5 21 22 6 4x6 3 1.5x4 11L1 23 24 4x10 Z _ 2 17 7 0 m 1 3 1" 13 12 11 10 9 `8` 11 3x4= 6x6— 3x4= 3x4— 3x8= 4x12= 4xB= 16-0-0 16-0-0 2.0-0 2f410 9-0-0 I 15-2-0 I 21-4-0 I 28-4-0 2-6-0 0-4-0 6-8-0 6-2-0 6-2-0 7-0-0 Plate Offsets(X,Y)-- f4:0 5 4,0 2-01 f6 0 5 8 0 2-01 f9.0-3-8 0.2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.16 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ved(TL) -0.37 9-10 >846 240 BCLL 0.0' Rep Stress Incr YES WB 0.79 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-AS Wind(LL) 0.19 10 >999 240 Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3"Except` WEBS 1 Row at midpt 3-13 WCL3,EV2:2x6 SP No.2 with 20 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=168610-8-0(min.0-2-0),8=1406/0-8-0(min.0-1-8) Max Horz 13=78(LC 11) Max Uplift13=824(LC 12),8=-585(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-311/64,3-4=-2311/1280,4-19=2903/1642,19-20=290311642,5-20=-2903/1642,5-21=-290311642,21-22=290311642,6-22=2903/1642, 6-23=239311313,23-24=-2408/1294,7-24=2494/1291,7-8=1329(788 BOT CHORD 1-13=2/297,12-13=1057/2032,11-12=1057/2174,10-11=-1057/2174,9-10=1122/2264,8-9=2761430 WEBS 3-12=120/362,4-10=-4911917,5-10=-621/426,6-10=382/876,3-13=-2315/1379,2-13=438/409,7-9=873/1857 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.0psf;h=25ft;B=4511;L=28ft;eave=oft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)040 to 3-0-0,Intedor(1)3-0-0 to 9-0-0,Extedor(2)940 to 25-6-15,Intedor(1)25-6-15 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)8 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 824 lb uplift at joint 13 and 585 lb uplift at joint 8. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%:"gypsum sheetrock be applied directly to the bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not pad of this component design)is always required. LOAD CASE(S)Standard CARL 0. FOR13ES FL LIC.NO:20699 555 S. POMPANO PKWY. PAM PANG gr=ACH, FL.33069 (964 682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A15 Hip 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:00 2017 Page 1 16- -o ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-a_XJXXofaeAgy?5uwMGoturKYDpz!UgEghRdWzMbgb 05-0-0 11-0-0 15-2-0 19-4-0 23-8-4 25-4-0 27-10-B 26-4i0 5-0-0 1 6-0.0 4-2-0 1 4-2-0 1 4-4-4 1 1-7-12-1 2-6 8�-5-� Scale=1:47.0 Dead Load Dan.=7/16 in 4x6= 3x4 4x6= = 4 4.00 12 21 22 6 1.5x4 11 20 23 1.5x4 11 4x6: 3 7 46 z--z� of 2 19 8 v 1 lN Li 15 14 13 12 11 10 9 3x4= 3x6 II 410= 3x4= 3xB MT20HS= 3x4= 48= 3x6= 16-0-0 16-0-0 1 2-0-0 2f410 5-0-0 I 11-0.0 19-4-0 25-4-0 26-4-0 2-0-0 0-4-0 2-6-0 6-0-0 8-4-0 1 6-0-0 1 Plate Offsets(X Y)-- 110:0-3-6 0-2-01 114:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(I-Q -0.28 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.73 11-13 >425 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.24 11-13 >999 240 Weight:128lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. B1:2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss WEBS 2x4 SP No.3*Except* erection in accordance with Stabilizer Installation quicle. WCL3,EV2:2x6 SP No.2 REACTIONS. (lb/size) 15=168610-8-0(min.0-2-0),9=1406/0-8-0(min.0-1-8) Max Horz 15=96(LC 11) Max Uplift15=824(LC 12),9=585(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=416/326,2-19=-214811042,3-19=-2080/1052,3-20=2276/1205,4-20=2167/1232,4-21=-2068/1241,5-21=-2068/1241,5-22=-2134/1291, 6-22=2134/1291,6-23=223711277,7-23=2338/1256,7-8=2231/1116,8-9=1421/747 BOT CHORD 1-15=288/425,14-15=-3021385,13-14=1008/2055,12-13=1160/2316,11-12=1160/2318,10-11=1044/2122 WEBS 3-14=642/472,4-13=98/419,5-13=530/306,5-11=470/191,6-11=821414,2-14=137312498,2-15=1676/1014,7-10=586/413,B-1 0=1 085/2257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=oft;Cat.II;E xp C;Encl.,GCpi=OA;MWFRS (directional)and C-C Exterior(2)040 to 3-0-0,Interior(1)3-0-0 to 11-0-0,Extedor(2)11-0-0 to 23-6-15,Interior(1)23-6-15 to 28-1-4 zone;cantilever left and right exposed ;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 824 lb uplift at joint 15 and 585 lb uplift at joint 9. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and%=gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. FCRBES FL LIC.NO:20699 555 S. POMPANO PKWYY. PAMPANO BEACH, FL.33069 (9541632-6661 Job Truss Truss Type Oh Ply CESPEDES RES. GYM 170464 A16 Roof Special 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek industries,Inc.Thu Apr 27 07:22:012017 Page 1 16- - ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-2A5hktpHLylXa9g4U3n106OUcd9cRxYN44Rl3zzMbga 05�-0 11-0-0 13-0-0 17-4-0 21-4-0 2-1 -0 26-4-0 28-4-0 5-0-0 6-0-0 2-0-0 4-4-0 4-0-0 6- 2-0-0 Scale:1/4"=1' Dead Load Deft.=5116 in 4x8= 44= 5 21 6 1.Sx4\\ 4.00 12 4 4x6 C 7 1.5x4 If 4x6= 4x6= 4x6 3 0 2 20 8 9 1 0 U16 15 14 13 12 11 ,10 3x4= 3x6 II 4x10= 3x4= 3x8= 6x8= 3x6= 3x4= 16-0-0 16-0-0 i 2-0-0 2.4�0 5-0-0 13-0-0 17-4-0 25-4-0 28-4-0 2-8-0 I B-0-0 + 4-4-0 + 9-0-0 Plate Offsets(X)1—f5:0-5-4 0-2-01 t15:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.18 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.52 11-12 >595 240 BCLL 0.0' Rep Stress Incr YES WB 0.94 Horz(TL) 0.09 10 n/a nla BCDL 10.0 Code FBC20141TPI2007 Matrix-AS Wind(LL) 0.19 12-14 >999 240 Weight:145lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except' MiTek recommends that Stabilizers and required cross bracing be installed during truss EV2,WCL3:2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=140610-8-0(min.0-1-8),16=1686/0-8-0(min.0-2-0) Max Horz 16=111(LC 11) Max UpIift10=-587(LC 12),16=-822(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4051327,2-20=2120/821,3-20=2059/831,3-4=-2253/990,4-5=2031/969,5-21=1974/977,6-21=1974/977,6-7=2136/991,7-8=17221738, 8-9=-1495/593,9-10=-1446/570 BOT CHORD 1-16=-287/415,15-16=-304/292,14-15=821/2034,13-14=738/1924,12-13=-73811924,11-12=956/2205 WEBS 3-15=-6361434,5-14=-110/340,6-12=84/306,7-12=-3451243,8-11=-834/449,9-11=771/2020,2-15=-1171/2473,2-16=-1673/884,4-14=-304/208, 7-11=746/388 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=2811;eave=oft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 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 between the bottom chord and any other members. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 587 lb uplift at joint 10 and 822 lb uplift at joint 16. 8)This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL.G. FORBES FL L IC. NO: 20699 555 S. POMPANO PKWY. PAMPA NO BEACH, FL. 33069 (96641682.6651 Job Truss Truss Type oty Ply CESPEDES RES. GYM 170464 A17 Roof Special 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:02 2017 Page 1 16-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-XMf3yDgv6GQOBJFH2nIGyJmdIUHAOPA,.&VAPzMbgZ t s4-0 5-0-0 t1-0.0 15-0-0 1 194-0 1 -1 244-0 284-0 s-0 0 6-0-0 q-0-0 o q-0-0 s 4-6-0 4-0-0 0.2-0 Scale=1:49.0 Dead Load Deft.=3/8 in 4.00 F12 4x4= 6 3x6 1.5x4 II 2 21 1.5x4 II 5 7 4 4x6= 3x4 II 1.5x4 II 1 8 y 4x6 3 13 2 19 T6 1 q N 1. 15 14 13 12 11 •10 3x4= 3x6 II 4x10= 3x4= 3x8 MT20HS= 3x8= 6x6= t 5-0-0 641-0 11-0-0 154-0 - 16-0-0 15-0-0 15,210 -4-0 244-0 1-0 1 -0 4-0-0 0- 940-0 5-0-0 4-0 Plate Offsets(X Y)-- (14:0-3-8 0-2-01 0-2-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) -0.22 11-13 >999 360 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.87 Ved(TL) -0.6011-13 >518 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 10 n/a nla BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.24 11-13 >999 240 Weight:142 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing be installed during truss EV2,WCL3:2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lblstze) 10=140610-8-0 (min.0-1-8),15=168610-8-0(min.0-2-0) Max Horz 15=141(LC 12) Max UpliftlO=-591(LC 12),15=818(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=411/335,2-19=2147/877,3-19=2079/887,3-4=2276/1016,4-5=215011043,5-20=2216/1145,6-20=2163/1159,6-21=2288/1212, 7-21=2350/1194,7-8=-235711098 BOT CHORD 1-15=295/417,14-15=-3201276,13-14=-94712056,12-13=78011716,11-12=-780/1716,10-1 l=-101312048 WEBS 3-14=-647/407,5-13=4221305,8-1O=228011158,2-15=1681/941,2-14=122212506,7-11=4401338,6-13=283/676,6-11=-359/806 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-2-0,Exterior(2)15-2-0 to 18-2-0,Interior(1)2440 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 591 lb uplift at joint 10 and 818 Ito uplift at joint 15. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%gypsum sheelrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIG.NO:20899 555 S. POMPANO PIKWY. PAMPANO BEACH, FL.=69 (9641 682.6651 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 A18 Roof Special 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL Job Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:02 2017 Page 1 16-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-XMf3yDgv6GQOBJFH2nlGyJvmd1 UKAOP XWPzMbqZ 1 s-0-0 s-0-0 11-0-0 16-0-0 1 19.4.0 1 -100 22.4.0 2"-0 6.0-0 6-0-0 4-0-0 0- 4-0-0 2.6-0 6-0-0 0-2-0 Scale=1:49.0 Dead Load Defl.=3/8 in 4.00 F12 44= 6 3x6� 1.5x4 II 2 21 1.5x4 II 5 7 4 06= 4x4 II 8 g 1.5x4 II 1 El 4x6 75� 3 22 13 2 19 cv O 15 14 13 12 11 ,10 3x4= 3x6 II 4x10= 3x4= 3x8 MT20HS= 3x8= 6x6= 16-" 1 s-4-0 16.0-0 i 2-0-0 Z-4-0 5-0-0 843-0 11-0-0 15-0-0 1s2-0 19.4-0 22-4.0 28-0-0 2-Oo 4 2-8-0 1 3A-0 I 2-0-0 I 4-0-0 0- 4-0-0 1 3-0-0 I 6-0-0 1 0-2-0 Plate Offsets(X Y)—f14:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.23 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.61 11-13 >507 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WE 0.95 Horz(TL) 0.09 10 n/a nla BCDL 10.0 Code FBC2014(fP12007 Matrix-AS Wind(LL) 0.2511-13 >999 240 Weight:145lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 8-10 EV2,WCL3:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"0")nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1406/0-8-0(min.0-1-8),15=1686/0-8-0 (min.0-2-0) Max Horz 15=187(LC 12) Max Uplift10=595(LC 12),15=-814(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=411/335,2-19=-2147/872,3-19=-2078/882,3-4=2276/1011,4-5=-2149/1039,5-20=221311139,6-20=2162/1154,6-21=-226011180, 7-21=2314/1166,7-8=-2310/1096,9-10=2791220 BOT CHORD 1-15=295/418,14-15=-3181230,13-14=98912056,12-13=824/1720,11-12=824/1720,10-11=1089/2205 WEBS 3-14=648/407,5-13=-420/302,8-10=-2342/1166,2-15=1680/938,2-14=-1218/2505,7-11=298/246,6-13=-2821675,6-11=-324l760 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf,BCDL=4.Opsf;h=25ft;B=45ft;L=2811;eave=oft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-2-0,Exterior(2)15-2-0 to 18-2-0,Interior(1)22-4-0 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 595 lb uplift at joint 10 and 814 lb uplift at joint 15. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the tap chord and''/V gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARS.G. FORBES FL LIC. NO.20699 555 S. POMPANO Pi(WY. PAAMPANO Br=ACW, FL..33969 (954)682-6651 Job Truss Truss Type Qb Ply CESPEDES RES. GYM 170464 A19 Roof Special 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:03 2017 Page 1 16," ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-?ZCS9ZrXtZYFpTpTcUpWXTpyRpFvrq;�_r-yWFrzMbgY 15-4-0 20A-0 5-0-0 11-0-0 15-0.0 1 19-4-0 1 -10 0 24-3-0 28-4-0 5-0-0 8-0-0 4-0-0 0- 4.0-0 -6 3-11-0 4-1-0 0-2-0 0-6-0 Scale=1:49.0 Dead Load Dan.=1/2 in 4.00 12 4x6= 6 3x6� 1.5x4 II 2 21 5x6= 2x4 II 5 7 3x4= 9 4 22 1.5x4 II 1 4x6 3 C\ 2 19 17 1 cb 15 14 13 12 23 11 *10 3x4= 3x6 II 410= 3x4= 3x8 MT20HS= 3x10= 6x6= 16-0-0 15.4.0 16-0-0 - -0 5-0-00 1 -4-o0 204-0 28-4-00 9 -0-0 $ -0-0�l e3-6e1 I 12a- a-o- 10 6.0-0 0-2-0 Plate Offsets(X Y)—I14:0-3-8.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(L-) -0.35 11-13 >894 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.85 11-13 >362 240 MT20HS 187/143 BCLL 0.0* Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(L-) 0.24 11-13 >999 240 Weight:146lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing be installed during truss EV2,WCL3:2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=168610-8-0(min.0-2-0),10=1406/0-8-0(min.0-1-8) Max Horz 15=234(LC 12) Max Upltft15=808(LC 12),10=601(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=410/336,2-19=2150/866,3-19=200876,3-4=2283/1004,4-5=-2156/1031,5-20=-2203/1130,6-20=2168/1145,6-21=2349/1202, 7-21=2417/1187,7-8=-2187/1049 BOT CHORD 1-15=-297/417,14-15=-331/183,13-14=-1029/2061,12-13=872/1720,12-23=-87211720,11-23=-872/1720,10-11=679/1319 WEBS 3-14=-660/404,5-13=-411/297,2-15=-1675/935,2-14=1210/2513,6-13=-269/690,6-11=325/804,7-11=-1121/652,8-11=523/1191, 8-10=-1742/906 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and GC Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-2-0,Exterior(2)15-2-0 to 18-2-0,Interior(1)20-4-0 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*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,with BCDL=10.Opsf. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 808 lb uplift at joint 15 and 601 lb uplift at joint 10. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. FQRBES FL LIC. NO:20099 555 S. POMPANO P6tV4 Y. PAMPANO 13r=ACH,FL. =SO (9541692-6651 Job Truss Truss Type City Ply �CESPEDES RES. GYM 170464 A2 Half Hip 2 1 Job Reference o floral Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:04 2017 Page 1 13-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-TlmgNvs9etg6RdOf9BLk2kOzbf@� DgSJP3olzMbgX i 9-0-0 1 10-10-8 I 18-0-0 1 24-0-0 + 31-5-0 9-0-0 1-10-8 7-1-8 6-0-0 7-5-0 Scale=1:54.1 Dead Load Dell.=1/4 in 4x10= 1.5x4 II 3x4= 3x4= 5x12= 4.00 12 4x6 4 22 23 524 6 7 25 8 3 WCL21 19 1.5x4 II 7 1 10IV EV 2 20 O < 0 1 3 •14 13 12 11 10 9 3x4= 6x6= 3x4= 3x8 MT20HS= 3x4= 4x12= 3x4= 13-0-0 16-0-0 2-0-0 214,0 10-10-8 1 18-0-0 I 24-0-0 I 31-5-0 2-0-0 0-4-0 8-6-8 7-1-8 6-0-0 7-5-0 Plate Offsets(X Y)--MG-0-0 0-0-151 f4.0-5-8 0-2-01 f8.0-3-8 0-3-01 f9:Edge 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 1.00 Vert(LL) -0.19 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.46 11-13 >756 240 MT20HS 1871143 BCLL 0.0' Rep Stress Incr YES WB 0.91 Horz(TL) 0.13 19 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.23 11 >999 240 Weight:166lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3'ExcepP WEBS 1 Row at midpt 3-14,8-10 EV2:2x4 SP M 30,WCL3:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131'x3")nails and cross brace spacing of 20-0-0 oc. OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1855/0-8-0(min.0-2-3),19=1535/0-5-0 (min.0-1-8) Max Horz 14=255(LC 12) Max Uplift14=877(LC 12),19=711(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=250134,2-20=-3641118,20-21=279/133,3-21=-266/148,3-4=-2667/1414,4-22=-3031/1582,22-23=303111582,5-23=-303111582, 5-24=2311/1175,6-24=-2311/1175,6-7=231111175,7-25=231111175,8-25=2311/1175 BOT CHORD 1-14=31/257,13-14=-1456/2508,12-13=1366/2511,11-12=-1366/2511,10-11=-158213031 WEBS 3-14=-2569/1425,2-14=588/522,8-10=1216/2388,7-10=-603/453,4-11=-3591591,5-10=854/483 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf,BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 10-10-8,Extedor(2)10-10-8 to 15-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)This truss 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 between the bottom chord and any other members. 7)Bearing at joinl(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 877 lb uplift at joint 14 and 711 lb uplift at joint 19. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the lop chord and V gypsum sheelrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL.G. IFORBES FL.LIC, NO: 20699 656 S. Pf9i°+dIPANO PKWY. (964)662.6651 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 A20 Roof Special 2 1 Job Reference o fional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:04 2017 Page 1 16- - ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-TIrMNvs9etg6RdOf9BLk2k07SgAieHFA&F3olzMbgX �ql-0 1 11-0-0 I 15-2-0 18-4-0 23-2-4 28-4-0 5-0-0 6-0-0 4-2-0 3-2-0 1 4-10-4 1 5-1-12 Scale:1/4"=1' Dead Load Defl.=5116 in 4.00 F12 4x4= 6 4x6= 3x4 11 3x6 1.5x4 11 2 7 3x4= 9 5 4 21 1.5x4 11 4x6 3 W b 2 19 v �{ 1 d 8 ,15 14 13 12 11 ,10 3x4= 3x6 11 4x10= 3x4= 3x8 MT20HS= 3x8= 6x6= 16-0-0 16-0-0 2-0-0 240 5-0-0 11-0-0 18-4-0 28-4-0 2-0-0 0-4 0 2-8 0- 1 6-0-0 t 7-4-0 1 10-0-0 Plate Offsets X - 14:0-3-8 0-2-0 Y)- I 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(L-) -0.21 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.53 10-11 >581 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WE 0.95 Horz(TL) 0.07 10 nla n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Wind(LL) 0.22 11-13 >999 240 Weight:150lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 8-10 EV2,WCL3:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 2040 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 10=1406/0-8-0(min.0-1-8),15=1686/0-8-0(min.0-2-0) erection in accordance with Stabilizer Installation guide. Max Horz 15=281(LC 12) Max Uplift10=-640(LC 9),15=801(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=413/334,2-19=-2136/864,3-19=2075/874,3-4=-2270/1003,4-5=2143/1030,5-20=2216/1135,6-20=2162/1151,6-7=2235/1152, 7-8=2049/1020 BOT CHORD 1-15=293/420,14-15=313/141,13-14=1076/2051,12-13=-898/1714,11-12=89811714,10-11=726/1353 WEBS 3-14=639/407,5-13=436/314,6-13=-309/670,6-11=3301758,7-11=10061615,8-11=4108/934,8-10=1711/943,2-15=-1683/936, 2-14=-121712498 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cal.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-2-0,Exte6or(2)15-2-0 to 18-4-0 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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 vide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI1TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 640 lb uplift at joint 10 and 801 lb uplift at joint 15. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FOR13ES FL.LIC. NO: 30699 555 S. POMPANO PKWY. PAMPANO 85ACN, FL..33069 (954}682.6661 Job Truss Truss Type caty Ply CESPEDES RES. GYM 170464 A21 Roof Special 2 1 Job Reference optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:05 2017 Page 1 16-0-0 16-e-0 ID:h4e2PP_3FTPK7zskFWdYN%7PoMs-xxKCaFsnPBoy2nzsjvszayYAVEYoNkiWnkzMbgW 5-0-0 11-0-0 15-2-0 16-4-0 22-4-0 28-4-0 5-0-0 6-0-0 4-2-0 1-2-0 0-4- 5-8-0 6-0-0 Scale=1:47.3 Dead Load Dan.=114 in 4.00 12 4x4= 4x4 6 7 8 T2 9 10 24 11 3x6 5� 2 5 4 1.5x4 II W8 4 3 11 x6 N 2 22 1 9 18 17 16 15 14 13 *'12 3x6 II 4x10= 1.5x4 11 3x8 MT20HS= 6x6= 16-0-0 16-0-0 2-0-0 2(a)0 5-0-0 I 11-0-0 1 18-4-0 16-aj 0 2z-a-0 I 28-4-0 2 0 0 0 4 0 2-8-0 6-0-0 5-4-0 0-4-0 5-B-0 6-0-0 Plate Offsets(X Y)—(7:0-2-0 Edgel (17 0 3 8 0 2-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.19 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.44 14-16 >707 240 MT20HS 187/143 BCLL 0.0* Rep Stress Incr YES WB 0.93 Horz(TL) 0.08 12 We n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Wind(LL) 0.2014-16 >999 240 Weight:157lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 10-12 EV2,WCL3:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131°x3°)nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 12=1406/0-8-0(min.0-1-8),18=1666/0-8-0 (min.0-2-0) erection in accordance with Stabilizer Installation guide. Max Horz 18=328(LC 12) Max Upliftl2=681(LC 9),18=-793(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. " TOP CHORD 1-2=401/318,2-22=2100/844,3-22=20391854,3-4=224011001,4-5=2113/1010,5-23=19131957,6-23=1835/967,6-8=-1944/977, 8-9=-1827/983,9-10=-13631715 BOT CHORD 1-18=279/409,17-18=-299/64,16-17=-1103/2016,15-16=110312016,14-15=1103/2016,13-14=-98311827,12-13=715/1363 WEBS 3-17=-658/406,10-13=-174/508,10-12=1734/906,2-18=-1649/884,2-17=1165/2446,5-14=-446/178,9-14=-61/374,9-13=-612/354 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-0-0,Intedor(1)3-0-0 to 15-2-0,Extedor(2)15-2-0 to 16-3-11 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss 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 between the bottom chord and any other members. 8)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 681 lb uplift at joint 12 and 793 lb uplift at joint 18. 10)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and XT gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL Q. FQRBES FL LIC.NO:20699 PAMPANO BEACH,FL. =60 (9 }6824651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A22 Half Hip 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr'27 07:22:06 2017 Page 1 18-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-P7uaobtOAUxpgwY2HcNC795M1ewx6Bh$eJoASAzMbgV L 2-4-0 5-0-0 1 11-0-0 16-0-0 I 22-0-0 28-4-0 2 4 0 2-8-0 6-0-0 5-0-0 6-0-0 6-4-0 Scale=1:47.0 4x10 Dead Load Dan.=3/16 in = 4.00 12 1.5x4 11 3x8= 6 21 7 22 8 3x4 3x4 20 5 4 W1 1.5x4 II V 4x6 0 3 2 19 1 1 dLi t15 14 13 12 11 10 `9` 3x4= 3x6 II 4x10= 1.5x4 II 3x4= 3x4= 4x10= 3x6 II 16-0-0 16-0-0 2-0-0 2{�0 5-0-0 11-0-0 16-0-0 22-0-0 28-4-0 2-6-6 0-4-0 2-8-0 6-0-0 5-0-0 6-0-0 6-4-0 Plate Offsets(X))--t6:0-5-8 0-2-01 (14.0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) -0.17 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.38 11-13 >809 240 BCLL 0.0' Rep Stress Incr YES WB 0.95 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.18 11-13 >999 240 Weight:159lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. B1:2x4 SP M 30 WEBS 1 Row at midpt 8-10 WEBS 2x4 SP No.3*Except* with 2x4 SP No.3 with 2-10d(0.131"0°)nails and cross brace spacing of 20-0-0 oc. EV2,W1:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1406/0-8-0(min.0-1-11),15=1686/0-8-0(min.0-2-0) Max Horz 15=374(LC 12) Max Uplift9=690(LC 9),15=-783(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=404/326,2-19=2140/883,3-19=-20791893,3-4=2263/1018,4-5=213711045,5-20=-18071910,6-20=1741/933,6-21=-1243/684, 7-21=1243/684,7-22=-1243/684,8-22=1243/684,8-9=13421804 BOT CHORD 1-15=-286/412,14-15=-307/10,13-14=1197/2049,12-13=1197/2049,11-12=1197/2049,10-11=-960/1662 WEBS 2-15=-1694/897,2-14=-1211/2489,3-14=-6071383,5-11=499/310,6-11=-169/454,6-10=-5721376,7-10=604/472,8-10=-893/1623 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=411;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)040 to 3-0-0,Interior(1)340 to 16-0-0,Extedor(2)16-0-0 to 20-2-15 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 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 between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 690 lb uplift at joint 9 and 783 lb uplift at joint 15. 7)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CAR G. FORBES FL LIC. N4 20099 555 S. POMPANO P)+C'UhPY. PAMPANO BEACH,FL..33069 (954}682-6661 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 A23 Half Hip 2 1 Job Reference o fional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:06 2017 Page 1 16-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs.P7uaobtQAUxpgwY2HcNC795L6es36AQ1§NgIvpsAzMbgV 2-4-0 5-0-0 I 11-0-0 18-0-0 23-0-4 I 28-4-0 2 4-0 2-8-0 6-0-0 7-0-0 5-0-4 5-3-12 Scale=1:47:4 5x6= Dead LoaA$gf+.=5/16 in 4.00 12 3x4= 6 20 7 21 8 1 3x4 3x4 5 4 W9 1.5x4 II IV, 8 4x6 5� 3 2 18 cc{ 1 1 d 13 12 11 10 9 22 23 14 ni 3x4= 3x6 I I 4x10= 1.5x4 11 3x8 MT20HS= 3x8= 6x6 9 16-0-0 16-0-0 I 2-0-0 2f410 5-0-0 1 11-0-0 18-0-0 + 28-4-0 i 240-6 12 4-0 2-8-0 6-0-0 7-0-0 10 4 0 Plate Offsets(X))-- 113:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.29 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Verf(TL) -0.65 9-10 >476 240 MT20HS 187/143 BCLL 0.0" Rep Stress Incr YES WB 0.97 Horz(TL) 0.07 9 n/a nla BCDL 10.0 Code FBC2014/TPI2007 MalriX-AS Wlnd(LL) 0.21 10-12 >999 240 Weight:156lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied. B1:2x4 SP M 30 WEBS 1 Row at midpt 7-9 WEBS 20 SP No.3*Except with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. EV2,W1:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 14=1686/0-8-0(min.0-2-0),9=1406/0-8-0(min.0-1-8) erection in accordance with Stabilizer Installation guide. Max Horz 14=421(LC 12) Max Upliftl4=-772(LC 12),9=655(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4091339,2-18=2170/849,3-18=2110/859,3-4=-22891975,4-5=213511002,5-19=-1616/753,6-19=15171774,6-20=-1437/822, 7-20=1437822 BOT CHORD 1-14=298/416,13-14=-326/18,12-13=-120912079,11-12=120912079,10-11=-1209/2079,10-22=-549/936,22-23=-549/936,9-23=-5491936 WEBS 2-14=-1723/889,2-13=-117812533,3-13=591/358,5-10=728/444,7-10=-442/812,7-9=1418/856 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 18-0-0,Exterior(2)18-0-0 to 22-2-15 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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,with BCDL=10.Opsf. 7)Bearing at joints)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 772 lb uplift at joint 14 and 655 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL.G. FORBE s FL LIC. NO.20699 555 S. POMPANO Pl+CWY- PA MPANO SVACH, FL. =69 (954)6824661 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A24 Half Hip 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:07 2017 Page 1 16- - ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-tKSy?m2xo3gl47ErKuRMcV73WMr1D8GejOczMbgU ��0 1 11-0-0 1s-o-o 20-0-0 24-0-4 za-a-o 5-0-0 6-0-0 5-0-0 4-0-0 4-0-4 1 4-3-12 04= Scale=1:49.6 3x4— Deac2koad Defl.=7/16 in 4.00 12 7 20 9 3x4 6 3x6 i::� 1.5x4 I I 5 4 6 1.5x4 11 5 IV US 3 B 2 19 1 19 14 13 12 21 22 11 23 24 •10 3x4 3x6 11 4x10= 3x4= 3x8 MT20HS= 3x8= 6x6= = 16-0-0 16-0-0 2-0-0 2r4�0 5-0-0 t 11-0-0 20-0-0 28-4-0 2-0-6 0-0-0 2---0 6-0-0 9-0-0 1 8 4 0 Plate Offsets(X Y)-- I14:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.28 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Ved(TL) -0.72 11-13 >432 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 10 nla n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix-AS Wind(LL) 0.19 11-13 >999 240 Weight:167lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* WEBS 1 Row at micipt B-10 EV2,WCL3:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3')nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1406/0-8-0(min.0-1-8),15=1686/0-8-0 (min.0-2-0) Max Horz 15=468(LC 12) Max Uplift10=648(1-C 12),15=761(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=4011338,2-19=-21541755,3-19=-2085f765,3-4=2283/886,4-5=2157/913,5-6=2235/1033,6-7=12821636,7-8=-1152/654 BOT CHORD 1-15=2981408,14-15=-349/40,13-14=-1164/2063,12-13=-97511641,12-21=975/1641,21-22=975/1641,11-22=975/1641,11-23=4201715, 23-24=420A15,10-24=42W715 WEBS 3-14=650/372,5-13=387/338,6-11=804/523,8-11=477/901,8-10=1365/812,2-15=l683/847,2-14=1067/2516,6-13=-3521635 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=2811;eave=oft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Intedor(1)3-0-0 to 20-0-0,Exterior(2)20-0-0 to 24-0-4 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 648 lb uplift at joint 10 and 761 lb uplift at joint 15. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y?gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARP..G. FORBES FL LIC, NO:20699 555 S. POMPANO PKWY.. PACt P ANO BEACH, FL. 33069 (9 )692.5651 Job Truss Truss Type Qh Ply CESPEDES RES. GYM 170464 A25 Half Hip 2 1 Jab Reference o tional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:08 2017 Page 1 16- - ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-LWOKCGvgi6BXvEiQOIPgCaPg�.1(fa4zPNwNHx3zMbgT ��-0 I 11-0-0 1 16-0-0 22-0-0 i 24-0-4 I 28-4-0 5-0-0 6-0-0 5-0-0 6-0-0 2-0-4 21 3-12 5x6= Scale=1:52:8 pp McFLoad Dell.=11/16 in 4.00 12 _ 2 21 8 3x6 19 6 3x6 1.5x4 II 5 WS 4 V W3 1.5x4 II Us 3 8 2Wl 18 1 o' ,14 13 12 11 22 23 10 9 24 3x6 II 3x8 MT20HS= 3x4= 4x10= 3x4= US= 3x6= 16-0-0 16-0-0 r 2-0-0 2r410 5-0-0 11-0-0 22-0-0 28-4-0 2-0-0 0-4-0 2-8-0 6-0-0 —� 11 0 0 I 6-4-0 Plate Offsets(X))— I13:0-3-8.0-2-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.42 10-12 >744 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Ved(TL) -1.09 10-12 >284 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.19 10-12 >999 240 Weight:163lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. B2:2x4 SP M 30 WEBS 1 Row at midpt 8-9,6-10,8-10 WEBS 2x4 SP No.3'Except* with 2x4 SP N6.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. EV2,WCL3:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 9=140610.8-0(min.0-1-8),14=1686/0.8-0(min.0-2-0) erection in accordance with Stabilizer Installation guide. Max Horz 14=515(LC 12) Max Uplift9=661(LC 12),14=747(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-396/339,2-18=-2157/695,3-18=208W706,3-4=22921836,4-5=-2166/849,0.6=2219/965,6-19=10481441,7-19=-957/463,7-20=-903/515, 20-21=903/515,8-21=-903/515,8-9=1378/835 BOT CHORD 1-14=300/402,13-14=-364/60,12-13=115212069,11-12=980/1648,11-22=980/1648,22-23=-980/1648,10-23=-980/1648 WEBS 3-13=670/358,5-12=-353/325,6-10=985/610,7-10=244/308,8-10=801/1416,2-14=1674/819,2-13=996/2525,6-12=-326/637 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 22-0-0,Extedor(2)22-0-0 to 26-2-15 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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,with BCDL=10.Opsf. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 661 lb uplift at joint 9 and 747 lb uplift at joint 14. 9)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL 0. FORBBS FL LIC. NO:20699 555 S. POMPANO PKWY. P,4:MPANO BEACH, FL. U069 (954�682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A26 Hip 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:09 2017 Page 1 15-0-0 I -ID-:h4e2PP_3FTPK7zskF-W-dYNwzPoMs--piajOc vlTPJO-0X Q vdybwlojr3rt2JXDZba7gTVzMbgS 11-0-0 1s0oo 2zoo aoo I s-4o I e0a-oU-o P 2 2 2- 2- Scale=1:57.7 4x6= 4x4 4x6—— Dead Load Der.=11/16 in 4.00 12 1.5x4 II 8 9 10 7 23 13 3x4 6 3x6 1.5x4 II 181. x 11 5 4 R2 o m 1.5x4 II W4 46 3 3 171.5x4 II 2 22 81 8 16 15 14 13 25 26 12 27 •11 3x4 3x6 II 4x10= 3x4= 3x8 MT20HS= 4x8— 3x6= = - 16-0-0 16-0-0 0 4r0 5-0-0 11-0-0 + 22-0-0 I24 00-00 I 22-4-0 I8-4-0 6 40 222-0-0 0!4=0 2-8-0I 6-00 11-0-0 0 Plate Offsets(X,))— (15:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.41 12-14 >763 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Ved(TL) -1.07 12-14 >289 240 MT20HS 187/143 BCLL 0.0" Rep Stress Incr YES WB 0.96 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.20 12-14 >999 240 Weight:176 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. B2:2x4 SP M 30 WEBS 1 Row at nricipt 6-12,10-11 WEBS 2x4 SP No.3'Except* with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-O-0 oc. WCL3,EV2:2x6 SP No.2 JOINTS 1 Brace at Jt(s):17,18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1686/0-8-0(min.0-2-0),1 1=1406/0-8-0(min.0-1-8) Max Horz 16=519(LC 12) Max Uplifl16=746(1-C 12),11=663(1-C 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=395/339,2-22=-2156/683,3-22=2087/693,3-4=2291/822,4.5=2165/836,5-6=2218/957,6-23=-10511451,7-23=-944/464,7-8=972/589, B-24=-905/577,9-24=905/577,9-10=950/577,10-11=1379/859 BOT CHORD 1-16=300/401,15-16=-375/62,14-15=1128/2068,13-14=938/1641,13-25=938/1641,25-26=-938/1641,12-26=-938/1641 WEBS 3-15=668/354,5-14=-353/327,6-14=333/638,6-12=1008/582,2-16=-1675/815,12-17=848/1501,17-18=826/1467,10-18=800/1396, 2-15=982/2524,7-12=-291/361 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf,h=25ft;B=45ft;L=28ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-0-0,Inledor(1)3-0-0 to 24-0-0,Exterior(2)24-0-0 to 26-4-0 zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'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,with BCDL=10.Opsf. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 746 lb uplift at joint 16 and 663 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. FOR13ES FL LIC. NO:20699 565 S. POMPANO PHCWY.. PAMP'ANO BEACH, PL..U069 (964Y 662-6661 Job Truss Truss Type Qty, Ply CESPEDES RES. GYM 170464 A27 Hip 9 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:10 2017 Page 1 ID:h4e2PP3FTPK7zskFWdYNw7PoMs-lv85dyw 18_ _ ,vDjRF9YspW$�yiaG0oFD62_TigEsN?xzMbgR 1 ��-0 _1 11-0-0 1 16-0-0 1 22-0-0 24-0-0 Iz5-2-0126-4-01 28-4-0 5-0-0 6-0-0 5-0-D 6-0-0 2-0-0 2-1- 0 1-2-0 2-0-0 ' 4x6= Scale=1:57.7 Dead Load Defl.=11/16 in 8 4.00 12 1.5x4 114x6 7 9 3x4 1.5x4 II 6 0 3x4 5 16 R2 4 1.5x4 11 W4 1.5x4 11 on 4x6% 3 3 2 20 1 15 14 13 12 21 22 11 23 10 3x4= 3x6 11 4x10= 3x4= 3x8 MT20HS= 4x10—_ 3x6= 16-0-0 16-0-0 I—2-0-0 2)410 5-0-0 1 11-0-0 1 22-0-0 1 z4-0-0 1 26-4-0 1 28-4-0 2-0-0 0-4-0 2-B-0 6-0-0 11-0-0 2 0 0 2 4 0 2 0 0 Plate Offsets(X))--114:0-3-8 0-2-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.42 11-13 >739 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.10 11-13 >280 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.96 Horz(TL) 0.05 10 n/a nla BCDL 10.0 Code FBC2014fTPI2007 Matrix-AS Wind(LL) 0.22 11-13 >999 240 Weight:171 lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. 132:2x4 SP M 30 WEBS 1 Row at midpt 6-11,9-10 WEBS 2x4 SP No.3'Except* with 2x4 SP No.3 with 2-10d(0.131°0")nails and cross brace spacing of 20-0-0 oc. WCL3,EV2:2x6 SP No.2,WCR2:2x4 SP No.2 JOINTS 1 Brace at Jl(s):16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 15=1686/0-8-0(min.0-2-0),10=140610-8-0 (min.0-1-8) Max Horz 15=519(LC 12) Max Upliftl5=746(LC 12),10=663(1_C 12) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=-395/339,2-20=2156/663,3-20=2087/673,3-4=-2291/800,4-5=2148/814,5-6=2217/937,6-7=1047/440,7-8=971/556,8-9=947/547, 9-10=1378/822 BOT CHORD 1-15=300/401,14-15=-383/62,13-14=1087/2068,12-13=89011642,12-21=890/1642,21-22=-890/1642,11-22=89011642 WEBS 3-14=669/353,5-13=351/326,6-13=3311639,6-11=10221567,2-15=-1674/815,11-16=78211512,9-16=740/1404,2-14=97312524, 7-11=-299/317 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.0psf;h=25ft;B=45ft;L=28ft;eave=oft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(l)3-0.0 to 25-2-0,Extedor(2)25-2-0 to 28-1-4 zone;cantilever left and right exposed;GC for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates 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 vide will fit between the bottom chard and any other members,with BCDL=10.Opsf. 6)Bearing at joinl(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 746 lb uplift at joint 15 and 663 lb uplift at joint 10. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and'y{gypsum sheetrock be applied directly to the bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL.G. EORBE S FL LIC. NO:20699 555 S. POMPANO PKWYY. PAMPANO BEACH,FL. 33069 (9641632.6661 Job Truss Truss Type — city Ply CESPEDES RES. GYM 170464 A3 Half Hip 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 334 44 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MTek Industries,Inc.Thu Apr 27 07:22:10 2017 Page 1 13-0-0 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-Iv85dywwDjRF9YspWSRBH?G?r1F�&1�1figEsN.xzMbgR 5-0-0 10-0-0 12-10-8 16-10-8 24-0-0 31-5-0 5-0-0 S-0-0 2-10-8 4-0-0 7-1-8 7-5-0 Scale=1:54.1 Dead Load Dell.=3/8 in 1.5x4 II 4x6= 5x5= 3x4= 3x6= 5x12= 4.00 12 1.5x4 II 5 6 24 7 8 9 LLI 4 23 1 3L 1.5x4 If W 3 9 11 21 5x6 3 v fl2 V110 E Sk 0C', 22 a 2 4 0 1 6 16 15 14 13 12 11 10 3x4= 3x6 II 3x10= 3x4= 3x8 MT20HS=3x4= 5x8= 3x4= 13-0-0 16-0-0 f_2410 5-0-0 I 10-0-0 I 12-10-8 I 16-10-8 24-0-0 I 31-5-0 2-0-0 0-4-0 2-8-0 5-0-0 2.10-8 4-0-0 7-1-8 7-5-0 Plate Offsets(X))—f 1:0-0-0 0-0-151,f9:0 3-8 0-3-0t,flO:Edge 0-1-81 f15:0-3-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.64 12-14 >541 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.82 Horz(TL) 0.12 21 nla n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.29 12-14 >999 240 Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. B1:2x4 SP M 30 WEBS 1 Row at midpt 9-11,6-11 WEBS 2x4 SP No.3*Except' with 2x4 SP No.3 with 2-10d(0.131"4")nails and cross brace spacing of 20-0-0 oc. EV2:2x4 SP M 30,WCL1:20 SP No.2,WCL3:2x6 SP No.2 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1855/0-8-0(min.0-2-3),21=1535/0-5-0(min.0-1-8) Max Horz 16=301(LC 12) Max Uplift16=-871(LC 12),21=708(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=412/362,2-22=248911139,3-22=2421/1148,3-23=2625/1283,4-23=-251311303,4-5=2524/1397,5-6=-2593/1389,6-24=1991/1033, 7-24=1991/1033,7-8=1991/1033,8-9=1991/1033 BOT CHORD 1-16=-321/420,15-16=-321/90,14-15=-137312384,13-14=130512301,12-13=1305/2301,11-12=-1389/2593 WEBS 3-15=671/419,2-15=1482/2883,2-16=-1912/1054,9-11=1121/2155,7-11=6911503,5-12=2291436,6-11=-716/423 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 12-10-8,Extedor(2)12-10-8 to 17-0-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates 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 fit between the bottom chord and any other members. 6)Bearing at joint(s)21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 16 and 708 lb uplift at joint 21. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. FORBES FL LIC, NO: 20699 555 S. POMPANO PKWY. PAMPANO 89ACH, FL. 93069 (954}682.6651 Job Truss Truss Type Qb Ply CESPEDES RES. GYM 170464 A4 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:11 2017 Page 1 13-0-0 -1-8 ID:h4e2PP_3FTPK7IzskFWdYNw7PoMs-m5hTdxY_1Z6miR?4AzW&dfZinRQs3ucxYOzMbgQ 5-0-0 11-0-0 4 28-0-0 31-5-0 310 40-0 I6-0-0 - 4-0-0 3-5-0 Scale=1:57:2 Dead Load Dan.=11/16 in 2x4 11 3x6� 4x6= 7x8= 5x6= 4x10� 7x6% 7x6 z�- 3x6 I I 10x12 MT20HS= 5 29 6 307 8 31 10 11 13 4.00 12 3x4 T 284 L 3x4 rn 4x6 3 4 16 26 N 27 5 N 2 0 0 —_ 21 20 19 18 17 16 15 14 3x4—_ 3x6 It 4x10= 3x8 MT20HS= 3x8= 5x10 MT20HS= 8x8= 2x4 II 3x4= 13-0-0 16-0-0 2-0-0 2 4 0 - 0 0 11-0-0 14-10-8 16-10-8 20-0-0 23-0-0 24-0-0 28-0-0 31-5-0 1 2-0-6 X%. 2-B-0 f 6-0-0 I 3-10-8 I 2-0-0 I 3-1-8 3-0-0 rt-O-OI 4-0-0 1 3-5-0 ' Plate Offsets(X))-- 11.0-0-0 0-0-151 f5:0-4-0 0-2-61 18.0-0-14 Edge1 f9:0-6-4,0-1-01,f 10:0-3-10 0-0-01,f 13:0-3-8 0-5-01,f15:0-38,0-4-41,f16:0-4-12,Edgel,120:0-3-8,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) -0.51 16-17 >681 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.22 16-17 >285 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.98 Horz(TL) 0.21 26 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.62 16.17 >558 240 Weight:210 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T1:2x4 SP No.2,T2:2x6 SP No.2,T3:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied. BOT CHORD 20 SP No.2*Except' WEBS 1 Row at midpt 11-15 B1:2x4 SP M 30,B2:2x6 SP M 26 with 20 SP No.3 with 2-1Od(0.131"x3")nails and cross brace spacing of 20-0-0 0c. WEBS 2x4 SP No.3*Except* WCL3:2x6 SP No.2,W15:2x4 SP M 30,W23:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=1899/0-8-0(min.0-2-4),26=162310-5-0 (min.0-1-8) Max Horz21=342(LC 12) Max Uplift21=837(LC 12),26=679(LC 9) Max Grav21=1899(LC 1),26=1813(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=341/225,2-27=2218/860,3-27=2153/873,3-28=2813/1257,4-28=2666/1259,4-5=2563/1206,5-29=4460/2030,6-29=4464/2028, 6-30=-4466/2029,7-30=4466/2029,7-8=-4627/2102,8-31=1887/794,10-31=1887/794,10-11=1048/373,11-13=1753f727,14-22=525/189, 13-22=525/189,8-9=1368/2868,10-12464/431 BOT CHORD 1-21=-177/348,19-20=-1127/2093,18-19=-1379/2606,17-18=1379/2606,16-17=-815/1915,15-16=-796/1892 WEBS 3-20=759/450,2-21=-1781/911,2-20=1092/2406,5-9=871/2112,12-15=2081/1077,11-12=1878/975,7-9=882/503,9-17=-488/770, 3-19=264/587,13-15=1493/3587,4-17=375/278 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf,BCDL=4.Opsf;h=25ft;B=45ft;L=3111;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C E tedor(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 14-10-8,Exterior(2)14-10-8 to 19-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psf)on member(s).5-7,7-8.8-10,10-11 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.15-16 9)Bearing at joint(s)26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 837 Ito uplift at joint 21 and 679 lb uplift at joint 26. 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for L/360 deflection. LOAD CASE(S) Standard CARL.G. FOR13ES FL LIC. NO:20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. =89 (954J 682.6651 Job Truss Truss Type aty Ply CESPEDES RES. GYM 170464 A5 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:12 2017 Page 1 13-%-_ ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-EHF2eyAIKhzORCdtUcMOLMWVW.HYLU4gzMbgP S-U-O 11-0-0 16-10-8 20-0-0 28-0-0 31-5-0 5-0-0 6-0-0 5-10-8 3-1-8 8-0-0 3-5-0 Scale=1:55.0 De�c�Load Defl.=7/16 in x — 4.00 12 7x6 2x4 11 6x6 6x6 zz� 3x6 II 8x12= 6 7 29 8 10 11 13 6 28 3x4 9 12 xE � 3x4 513L 4 rn 3x4 4x6 3 i 26 2 27 0 0 VH 21 20 19 18 17 16 15 14 3x4—_ 3x6 II 4x8= 3x8 MT20HS= 7x8= 2x4 II 8x8= 3x4 II 3x4= 13-0-0 16-0.0 200 240 5-0- 16-10-8 I 0---0 I 28-0-0 31-5-00- 01 -0 8-0-0- -0 0 5-10-8 3082 80 0 I Plate Offsets(X,))— 16:0-3-0 0-2-111 f8:0-2-13 0-3-21 f9:0-5-12 0-1-0) 110:0-1-11 0-0-61 f13.0-3-8 0-441 115:0-3-8 0-0-4) 117.0-2-12 0-3-41 120.0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Veri(LL) -0.36 16 >975 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.82 16 >422 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.90 Horz(TL) 0.20 26 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-AS Wind(LL) 0.4316-17 >807 240 Weight:218lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Except* WEBS 1 Row at midpt 11-15 B2:2x6 SP M 26 with 2x4 SP No.3 with 2-10d(0.131"0")nails and cross brace spacing of 20-0-0 oc. WEBS 2x4 SP No.3*Except* W6,W9:2x4 SP M 30,W7:2x4 SP No.2,WCL3:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=1889/0-8-0(min.0-2-4),26=161310-5-0(min.0-1-8) Max Horz 21=389(LC 12) Max Uplift21=-835(LC 12),26=667(LC 9) Max Grav21=1889(LC 1),26=1811(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=339/217,2-27=2186/820,3-27=2129/832,3-4=282011213,4-5=2692/1230,5-28=2358/1038,6-28=2282/1065,6-7=-3874/1747, 7-29=3927/1771,8-29=3927/1771,8-10=-1583/680,10-11=10331400,11-13=1474/625,1422=-444/164,13-22=4441164,8-9=114812468, 10-12=578/295 BOT CHORD 1-21=-169/345,19-20=-113212069,18-19=-1403/2625,17-18=l403/2625,16-17=68211591,15-16=-68011583 WEBS 3-20=753/432,5-17=633/385,6-17=-283/265,6-9=715/1837,9-16=415/330,7-9=714/408,13-15=-1394/3280,2-21=-1767/899, 2-20=1043/2359,12-15=1927/1032,11-12=1753/941,9-17=729/1193,3-19=-285/615 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 16-10-8,Exterior(2)16-10-8 to 21-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 lost)on member(s).6-7,7-8,8-10,10-11 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.15-16 9)Bearing at joint(s)26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 835 lb uplift at joint 21 and 667 lb uplift at joint 26. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for U360 deflection. LOAD CASE(S)Standard CA,RL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY.. PAMPANO 8EA CH, FL. 331691 {964�682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 A6 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:13 2017 Page 1 I 13-L5-0--o 0 I 11-0-0 f -9-2 1 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-iUpDG_zpWIepgO?aOBa?r veuygTgOFNJBWC5lcGzMbgO I 460 0, 28-0-0 31 18-2 -56-0-0 Scale=1:57.5 4x�ead Load Defl.=1/2 in 4.00 12 4x6= 3x8 II 7x6 6x6 zz:� 3x8 II 8x12= 3x4 7:� 7 8 930 11 12 14 6 T 10 29 W 3x4, 3x4 5 1)12% VEV2 L 4 rn 3x4 O1 27 D 4x6 3 3 2 28 0 0 83 1- 22 21 20 19 18 17 16 15 3x4 3x6 II 4x8= 3x8 MT20HS= 5x8= 5x10 MT20HS= 8x8= 3x4 11 = 3x4= 13-0-0 16-0-0 I 2-0-0 21410 5-0- I I 16-10-8 + - - I - 28-0-0 I 31-5-0 2-8-0 -1862-0-0 04 0 200 1O 8-0-0 3-5-0 Plate Offsets(XY)—17:0.3-00-1-51 f9:0-0-14Edgel f11.0-1-110-0-61 f14;0-3-8 0-4-41 f 16.0-3-8 0-4-41 (17.0-4.8 Edgel f21.0-3-8 0-2-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Ved(LL) -0.41 17-18 >846 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.94 17-18 >370 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.89 Horz(TL) 0.21 27 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.51 17-18 >675 240 Weight:220lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied,except end verticals. T2:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 14-16,12-16 B1:2x4 SP M 30,82:2x6 SP M 26 with 2x4 SP No.3 with 2-10d(0.131'x3')nails and cross brace spacing of 20-0-0 oc. WEBS 2x4 SP No.3'Except* W7:2x4 SP No.2,WCL3:2x6 SP No.2,W11:20 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22=1880/0-8-0(min.0-2-3),27=1603/0-5-0(min.0-1-8) Max Horz22=436(LC 12) Max UpIif0=-830(LC 12),27=648(LC 12) Max Grav22=1880(LC 1),27=1798(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=340/217,2-28=2168f792,3-28=2110/804,3-4=2799/1160,4-5=2671/1177,5-29=2314/1017,6-29=2232/1030,6-7=3237/1581, 7-8=3013/1486,B-9=-3141/1550,9-30=14201640,11-30=14201640,11-12=910/360,12-14=1329/590,15-23=435/164,14-23=4351164, 9-10=95311802,11-13=-533/292 BOT CHORD 1-22=168/346,20-21=1152/2052,19-20=1399/2609,18-19=-1399/2609,17-18=654/1434,16-17=-641/1426 WEBS 3-21=743/421,5-18=-660/373,6-10=424/978,10-17=-315/272,8-10=201/513,14-16=-1440/3227,2-22=17611887,2-21=-1019/2340, 6-18=699/547,13-16=-1993/1114,12-13=1835/1027,10-18=95211561,3-20=258/615 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 18-10-8,Exterior(2)18-10-8 to 23-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 pst)on member(s).7-8,8-9,9-11,11-12 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.16-17 9)Bearing at joint(s)27 considers parallel to grain value using ANSI7TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 830 lb uplift at joint 22 and 648 lb uplift at joint 27. 11)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and'/T gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for L/360 deflection. i LOAD CASE(S)Standard CARL G. FORBES FL LIC. NO'.20699 655 S. POMPANO PKWY. PAMP.ANO B1`ACH,FL. =69 (954)682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 A7 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:15 2017 Page 1 13 0-o ID:h4e2PP-3FTPK7zskFWdYNwzPoMs-esx_gg_32F3YFJknJ71J-3zgaoFSR_Wa8h9zMbgM 2-4-0 { 5-0-0 f 11-0-0 16-10-9 2D-0-0 0-10- 230-0 4-0- 5-0- 28-0-0 31-5.0 2-4-0 2-6-0 6-0-0 5-10-e 3-1-8 -10- 2-1-a 1-0-0 1-0-0 3-0-0 3-5-0 Scale=1:57.0 5x14 MT18HS= atad-Load Defl.=7/16 in 5x5= 1.50 II 4x12= 8x10= 1.5x4 II 4.00 F12 7 8 11 1232 14 16 24 3x8 W22 Ttl� 31 6 15 7x8 MT20HS= W2 5 10� 1. x �W L 4 rn 91 15 29 4x6 3 27 2 30 O 0 B2 r 24 23 22 21 20 19 18 17 3x6 II 4x8= 7x8= 5x5= 8x8= 13-0-0 16-0-0 2-0-0 2 4 0 5-0-0 11-0-0 16-10-8 20-0-0 -10 28-0-0 31-5-0 2-0-0 0-4-0 2-8-0 6-0-0 5-10-8 3-1-8 -10- 7-1-8 3-5-0 Plate Offsets(X Y)— f9:0-2-4 Edgef f14:0-2-4 0-1-81 f 16:0-1-8 Edgel f18.0-3-8 0-4-01 f19:0-2-0 Edgel f23:0-3-8 0-2-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Ved(LL) -0.34 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.75 19-20 >463 240 MT20HS 1871143 BCLL 0.0" Rep Stress Incr YES WB 0.98 Horz(TL) 0.21 29 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/iP12007 Matrix-AS Wind(LL) 0.43 19-20 >802 240 Weight:234 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T7:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 6-20,16-18,14-18 B2:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3)nails and cross brace spacing of 20-0-0 oc. WEBS 2x4 SP No.3'Except* W1:2x6 SP No.2,W15:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 24=185910-8-0(min.0-2-3),29=1541/0-5-0 (min.0-1-8) Max Horz24=488(LC 12) Max UpIift24=831(LC 12),29=697(LC 12) Max Grav24=1859(LC 1),29=1740(LC 18) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=342/218,2-30=2138/772,3-30=20811784,3-4=2751/1119,4-5=262311136,5-31=2263/996, 6-31=2120/999,6-7=4583/2426,7-8=-4545/2473,8-11=487312840,11-12=3161/1856,12-32=-316111849, 14-32=3161/1849,14-16=-879/397,9-10=1875/3193,10-13=2355/3836 BOT CHORD 1-24=169/348,23-24=-2861124,22-23=-1188/2028,21-22=-1411/2565,20-21=-1411/2565,19-20=-4361946, 18-19=4301938 WEBS 2-24=1738/876,2-23=-100312313,3-23=738/417,5-20=655/367,6-20=1569/1019,9-19=1171341, 16-18=991/2213,3-22=2341592,15-18=1364/857,14-15=1274/803,10-11=326/621,11-13=-1761/1018, 13-14=1596/2566,8-10=-70611040,8-9=-375/845,6-9=1245/2241,9-20=-1429/2408 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=15ft;L=31ft;eave=4ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Extedor(2)0-0-0 to 3-1-11,Intedor(1)3-1-11 to 20-10-8,Extedor(2)20-10-8 to 25-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psf)on member(s).7-8 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.18-19 9)Bearing at joint(s)29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 831 lb uplift at joint 24 and 697 lb uplift at joint 29. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for U360 deflection. LOAD CASE(S) Standard CARL C. R©RBES RL LIC.NO: 20699 555 S. POMPANO PFCVIdY. PA111 PANO BEACH, FL.U069 (954�682-6651 Job Truss Truss Type — -- 1*— PlyJCESPEDES RES. GYM 170464 A8 ROOF TRUSS 2 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:16 2017 Page 1 I D:h4e2PP_3FTPK7zskFWdYNwzPoMs-63VMu77hpZBPety�sjYYXGW29gFCSikbCAJiDbzMbgL 13-0-0 24-0.0 2.4-0 5-0.0 11-0-0 18-10.6 20-0-0 22-10-e 23 -0 5-0 28-0-0 31-5-0 2-4.0 2-e-0 6-0-0 5-10.9 3-1-8 2-10-8 0--8 1.0-0 3-0.0 1-0-0 4x6= Scale=1:67.5 Dead Load Deft.=318 in 4x6= 5x8= 2x4 II 4x4= 8x12= 4.00 F12 8 11 gi 13 15 3x4 o 7 4x8 30 2 10 1 6 14 6x12= 4x12= 3x4� 3x4� W2 5 7 K12� W L 4 1 2 m 3x4% 5 m 4x6 3 27 1 28 2 29 0 0 1 m LLJ 0 23 22 21 20 19 18 17 16 3x4 3x6 II 4x8= 3x6 MT20HS= 8xB= 5x5= 6x6= 3x4 II = 3x4= 13-0-0 16-0-0 2-0-0 2 4 0 5.0-0 11-0-0 16-10-8 20-0-0 2-10 822-1% 28-1 0 31-5-0 2-0-0 0-4-0 2-8-0 6-0-0 5-10-8 3-1-8 -10- 2-0-0 5-1-8 Plate Offsets(X))—f8:0-5-4 0-1-4] f9:0-7-0 0-1-01 f 10 0-5-4 Edgel f15.0-3-4 O-0-01 f 17.0-3-0 0-2-41 f22:0-3-8 0-2-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.29 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.64 18-19 >543 240 MT20HS 187/143 BCLL 0.0" Rep Stress Incr YES WB 0.98 Horz(TL) 0.18 28 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-AS Wind(LL) 0.36 18-19 >954 240 Weight:246 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2*Except' WEBS 1 Row at midpl 6-19,15-17,14-17. B2:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 20-0-0 oc. WEBS. 2x4 SP No.3'Excepl' W1:2x6 SP No.2 JOINTS 1 Brace at Jt(s):12,14,10 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=1865/0-8-0(min.0-2-3),28=155410-5-0(min.0-1-8) Max Horz 23=529(LC 12) Max Uplifl23=816(LC 12),28=700(LC 12) Max Grav23=1865(LC 1),28=1757(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=3431217,2-29=210728,3-29=-2090(740,3-0=2770/1053,4-5=2642/1070,5-6=2279/921, 6-30=5020/2511,7-30=496312522,7-8=338811B84,8-11=-220611251,11-31=2216/1252,13-31=2218/1252, 13-15=-832/373,9-1O=227614171,10-12=150612465 BOT CHORD 1-23=-168/349,22-23=-326/145,21-22=-1186/2039,20-21=1389/2586,19-20=-1389/2586,18-19=-3971876, 17-18=390/866 WEBS 2-23=17431853,2-22=-96012320,3-22=7421403,5-19=661/375,6-19=-175311042,9.18=61/371, 7-9=197/643,15-17=-997/2252,3-21=2121601,14-17=14941921,13-14=14491901,8-12=1369(190, 12-13=1004/1616,6-9=-143512655,9-19=1438/2560,7-10=1646633,8-10=818/1548 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.0psf;BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 22-10-8,Exterior(2)22-10-8 to 27-3-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psQ on member(s).7-8 8)Bottom chord live load(40.0 psQ and additional bottom chard dead load(0.0 psQ applied only to room.17-18 9)Bearing at joint(s)28 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 816 lb uplift at joint 23 and 700 lb uplift at joint 28. 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and%gypsum sheelrock be applied directly to the bottom chord. 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for U360 deflection. CARL O. EOR8IES LOAD CASE(S)Standard FL LIC. NO;20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. =180 (954)6824661 Job Truss Truss Type Qty — Ply CESPEDES RES. GYM 170464 A9 ROOF TRUSS 2 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:17 2017 Page 1 13.0-0 ID:h4e2PP-3FTPK7zskFWdYNwzPoMs-aF3k5LOJgJg-Wu9QQ3n3U2Gb4cpBAIkRg3FllzMbgK 24-10-8 i6-10-88 --10--80 33-00-00 1�4-00 - -5--005-4 -10 � 0 28 2300 I 33 0-10-8 4x6= Scale=1:70.6 4x6= Dead Load Dell.=3/8 in 3x8 5x5= 4x4= 8x10= 4.00 F12 8 12 13 31 15 3x4 5x6 7 30 2 {^ Q 23 6 — 4 3x4 7:�3x4 W2 7x10 MT20HS= W L 5 16 MT20HS� xq 2 T 4 ° 5 m 3x4 28 4x6-- 27 1 2 29 0 0 1 l m o 23 22 21 20 19 18 17 16 3x4— 3x6 II 4x8= 3x4= 7x8= 5x5= 7x6= 4x4 II 3x4= 13-0-0 16-0-0 2-0-02 4 0 5-0-0 11.0-0 16-10-8 PO-0-0 2 -10 8 24-1%a 28-0-0 31-5-0 2-0-00-4-0 2-8-0 6-0-0 5-10-8 3-1-8 -10- 4-0-0 3-1 Plate Offsets(X,Y)— f9:0-9-0 0-1-01,f12:0-2-8,0-2-111,(15:0-1-8,Edgel,f16:Edge 0-3-81 f22:G-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Ved(LL) -0.31 17-18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Ved(TL) -0.67 18-19 >518 240 MT20HS 1871143 BCLL 0.0' Rep Stress Incr YES WB 0.93 Horz(TL) 0.18 28 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.39 184 >896 240 Weight:246 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied,except end verticals. T5,T6:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. BOT CHORD 20 SP No.2'Except' WEBS 1 Row at midpt 6-19,15-17,14-17 B2:2x6 SP No.2 with 2x4 SP No.3 with 2-10d(0.131"0")nails and cross brace spacing of 20-0-0 oc. WEBS 2x4 SP No.3'Except* W1:2x6 SP No.2,W26,W27:2x4 SP No.2 JOINTS 1 Brace at Jt(s):10,11.14 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=1860/0-8-0(min.0-2-3),28=1562/0-5-0 (min.0-1-8) Max Horz 23=582(LC 12) Max Uplifl23=-804(LC 12),28=710(LC 12) Max Grav23=1860(LC 1),28=1769(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=3451218,2-29=2140/702,3-29=2084/714,3-4=2760/994,4-5=2631/1011,5-6=2266/853, 6-7=5410/2649,7-30=-382412084,8-30=380212098,B-12=199411110,12-13=1892/1082,13-31=-714/314, 15-31=7141314,9-10=-252414688,10-11=-1689/2715 BOT CHORD 1-23=-1691351,22-23=-3771169,21-22=-120312035,20-21=1386/2579,19-20=138612579,18-19=-3371757, 17-18=3301747 WEBS 2-23=-1738/834,2-22=-924/2313,3-22=739/369,5-19=663/380,6-19=-1945/1122,9-18=-611371, 7-9=-174/611,15-17=-883/2048,3-21=-192/597,14-17=1321/828,13-14=12941812,8-10=-87211689, 11-12=-2641513,8-11=-2099/1253,11-13=96511496,6-9=-162713044,9-19=1537/2756,7-10=16061645 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45fl;L=31ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2)0-0-0 to 3-1-11,Inledor(l)3-1-11 to 24-10-8,Extedor(2)24-10-8 to 29-3-13 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psf)on member(s).12-13 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.17-18 9)Bearing at joint(s)28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 804 lb uplift at joint 23 and 710 lb uplift at joint 28. 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chard. 13)Wareing:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 14)Attic room checked for U360 deflection. E',ARL G. IF©RBES LOAD CASE(S)Standard FL LIC, NO. 20699 555 S: POMPANO PKWY. PAMPANO 8152ACH, FL.33069 (954�682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 AG1 Half Hip Girder 2 Job Reference(optional) Custom T iss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:20 2017 Page 1 13- �--00 I -10-10 I I 21-a-7 ID:h4e2P P3FTPK7zskF-Wd YNPoMs-?gktkN2CtohgL4dk5Z dUh6ggoH ObEA7oHvMMzMbgH 1 7-0-0 11 2%1146 31-0-10 484 ' 45 4-2-0-0 4-10-10 4-8-14 - -1 10-0 Scale=1:53.0 Dead Load Der.=1/4 in 4x6= 4.00 12 4x 1.5x4 II 3x8 1.5x4 II 3x = 3x4= 5x12= 4x6 5 26 6 30 732 9 10 3 1.5x4 II 2 W V t4 Vf10 W 0 1 \ N 9 23L11 ^ 0 18 17 36 37 16 38 1539 1440 41 13 42 43 44 12 45 46 11 3x4- 6x6= 3x4= 3x10= 4x6- 2x4 II 3x10= 4x4- 3x4 II 13-0-0 13-7-4 z-o- z{410 0- I 11-10-10 I 9 214 + 2%116 I 31-0-0 82-0-o0 4-8-0 4-10-10 a4 4 4-10-10 Plate Offsets(X,))-- (1:0-2-110-0-11 (4:0-5-4 0-2-01 110:0-3-8 0-3-01 LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.20 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.43 14 >791 240 BCLL 0.0" Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 23 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix-MS Wind(LL) 0.25 14 >999 240 Weight:373 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc pudins,except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except* WCL3:2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 18=229210-8-0(min.0-1-8),23=2177/Mechanical Max Horz 18=164(LC 8) Max Uplift18=1290(LC 8),23=-1147(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=3523/1893,4-24=-5439/2850,24-25=-5439/2850,5-25=5439/2850,5-26=-5439/2850,26-27=5439/2850,27-28=5439/2850,6-28=-5439/2850, 6-29=-5507/2845,29-30=-5507/2845,30-31=5507/2845,31-32=550712845,7-32=5507/2845,7-8=5507/2845,8-33=-5507/2845,9-33=-5507/2845, 9-34=-3539/1841,34-35=-3539/1841,10-35=3539/1841 BOT CHORD 1-18=130/258,17-18=144712620,17-36=1812/3328,36-37=181213328,16-37=1812/3328,16-38=3185/6200,15-38=-3185/6200, 15-39=3185/6200,14-39=3185/6200,14-40=-3185/6200,40-41=-3185/6200,41-42=318516200,13-42=318516200,13-43=-1841/3539, 43-44=-1841/3539,12-44=-1841/3539,12-45=-313/586,45-46=313/586,11-46=313/586 WEBS 3-17=509/964,4-17=453/247,4-16=116212408,5-16=-624/440,6-16=858/429,6-14=0/285,6-13=-787/435,7-13=-583/426,9-13=114012218, 9-12=-1613/952,10-12=-1763/3406,3-18=3169/1722,2-18=348/236 NOTES- 1)2-ply truss to be connected together with 10d(0.131"0")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.OpsF,BCDL=4.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss 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 between the bottom chard and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1290 lb uplift at joint 18 and 1147 Ib uplift at joint 23. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)78 lb down and 146 lb up at 7-0-0,78 Ib down and 145 lb up at 9-0-12,78 lb down and 145 lb up at 11-0-12,78 lb down and 145 lb up at 13-0-12,78 lb down and 145 lb up at 15-0-12,78I1b down and 145 lb up at 17-0-12,78 lb down and 145 lb up at 19-0-12,78 lb down and 145 lb up at 21-0-12,78 lb dawn and 145 lb up at 23-0-12,78 to down and 145 lb up at 25-0-12,78Ib down and 145 lb up at 27-0-12,and 78 lb down and 145 lb up at 29-0-12,and 126lb down and 132 lb up at 30-10-4 on top chord,and 354 lb down and 160 lb up at 7-0-0,40 lb down at 9-0-12,40 lb down at 11-0-12,40Ib down at 13-0-12,40 lb down at 15-0-12,40 lb down at 17-0-12,40 to down at 19-0-12,40 lb down at 21-0-12,40lb down at 23-0-12,40 lb down at 25-0-12, 40 Ib down at 27-0-12,and 40 lb down at 29-0-12,and 58 lb down at 30-10-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. C",,AR G. EQR13ES LOAD CASE(S) Standard FL .,Orr, NO:20099 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 555 S. POMPANO P WY. PAMi5ANO 8115-AC hi, FL. 32060 ��a4�1��2•�6�1 Continued on page 2 Job �AG Truss Type Qty Ply CESPEDES RES. GYM J"' Half Hip Girder 2 2 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:20 2017 Page 2 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-7gklkN 2CtohgL4dk5Zd Uh6ggoHigObrA7oHvMMzMbgH LOAD CASE(S)Standard Uniform Loads(pIQ Vert:1-4=-90,4-10=-90,11-20=-20 Concentrated Loads(Ib) Vert:4=-69(F)8=69(F)10=-126(F)11=25(F)17=-34(F)24=-69(F)25=-69(F)27=69(F)28=69(F)29=69(F)31=69(F)32=69(F)33=-69(F)34=69(F)35=-69(F)36=10(F)37=-10(F)38=-10(F)39=-10(F)40=10(F) 41=-10(F)42=-10(F)43=-10(F)44=10(1`)45=-10(F)46=-10(F) CA,RL G. FORBES FL LIC.NO:20099 555 S. POMPANO PKWY. PAMPANO BEACH, NaN_.33069 (964J 632-6661 Job rtiss Truss Type Qry Ply CESPEDES RES. GYM 170464 AG2 Hip Girder 2 2 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:22 2017 Page 1 I ID:h4e2PP3FTPK7zskFWdYNwzIPoMs-xCsdB34SPPyYbOIm7Dzyv#-w-1-1P gsWtTb6m00FzMbgF 3—�-11,,0 12-5-15 23-4-0 85 -40 40 3-4-05 5-5-15 5 5-5-15 37 Scale=1:50.1 Dead Load Defl.=3/16 in 4.00 12 4x 1.5 4 x4 1 3x4 5 = 3x 64= x8= 3x6 LM 2 8 b 1 W 9 N Io 16 15 29 30 14 31 13 32 33 12 34 35 17 10 3x4— 3x8 II 3x8= 3x8— 4x6— 3x4= 3x8= 3x8 II 3x4— 16-0-0 16-0-0 1 - 70-0 12-5-15 17-10-1 23 -0 -0-0 20J-4--00 3004-0 - I I 28� - 0 5-5-15 5-4-3 -5-41 8-0 Plate Offsets(X,Y)--f3:0-5-4 0-2-01 f7:0-5-4 0-2-01 f 11:0-&8 0-1-81 f 15:0-3-8 0-1-81 LOADING(psf) SPACING- 240 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.15 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Verl(TL) -0.33 12-14 >924 240 BCLL 0.0• Rep Stress Incr NO WB 0.55 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wlnd(LL) 0.2012-14 >999 240 Weight:341lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WCL3,WCR3:2x6 SP No.2 REACTIONS. (lb/size) 16=2115/0-8-0(min.0-1-8),10=2113/0-8-0(min.0-1-8) Max Horz 16=64(LC 7) Max Upliftl6=1245(LC 8),10=1152(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-330611789,3-23=-488512725,23-24=4885/2725,4-24=-488512725,4-25=4885/2725,25-26=-4885/2725,26-27=-4885/2725,5-27=4885/2725, 5-6=4903/2746,6-28=4903/2746,7-28=490312746,7-8=-329711818,8-9=265/149 BOT CHORD 15-16=1591298,15-29=1572/3099,29-30=1572/3099,14-30=1572/3099,14-31=-2582/4903,13-31=-2582/4903,13-32=2582/4903, 32-33=258214903,12-33=2582/4903,12-34=1585/3055,34-35=1585/3055,11-35=1585/3055,10-11=1201253,9-10=-120/253 WEBS 2-15=-1626/2942,3-15=-442/258,3-14=-110012153,4-14=751/529,5-12=749/505,7-12=-1105/2186,7-11=451/263,8-11=1605/2928, 2-16=1898/1130,8-10=-1891/1076 NOTES- 1)2-ply truss to be connected together with 10d(0.131°x3•)nails as follows: Top chords connected as follows:2x4-1 row at 0-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=300;eave=411;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss 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 between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1245 lb uplift at joint 16 and 1152 lb uplift at joint 10. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)165 lb down and 276lb up at 7-0-0,78 lb down and 145lb up at 9-0-12, 78 Ib down and 1451b up at 11-0-12,781b down and 145 Ib up at 13-0-12,781b down and 1451b up at 15-0.12,78 Ib down and 1451b up at 15-3-4,78 Ib down and 1451b up al 17-3-4,781b down and 145 Ib up at 19-3-4,and 781b down and 1451b up at 21-3-4,and 1651b down and 2761b up al 23-4-0 on top chord,and 354 lb down and 160 Ib up at 7-0-0,40lb down at 9-0-12,401b down at 11-0-12,40 lb down at 13-0-12,40 lb down at 15-0-12,40 lb down at 15-3-4,401b down at 17-3-4,40 Ib down at 19-3-4 ,and 40lb down al 21-3-4,and 3541b down and 160 Ib up al 23-3-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pIQ Vert:1-3=-90,3-7=90,7-9=90,17-20=20 CARa€G. FORSES Concentrated Loads(lb) FL LICa. NO:20699 Vert:3=-95(B)6=-69(B)7=95(B)15=34(B)11=-34(B)23=-69(8)24=69(B)25=-69(B)26=139(B)27=69(B)28=-69(B)29=10(B)30=10(B)31=10(13)32=20(E 33=-10(B)34=10(B)35=-10(B) 555 S. POMPANO PKWY• PAMPANO BEACH, FL.33069 (954}682-6661 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 EJ7 Jack-Open 41 1 Job Reference o tional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2 Tek Industries,Inc.Thu Apr 27 07:22:23 2017 Page 1 13-0-o ID:h4e2PP_3FTPK7zskFWdYNwzPJp,Q?MP44Aj4PCYLJnhABJI1LFVp?b4cdpmWZzhzMbgE 7-0-0 -i4 7-0-0 3 Scale=1:19.3 4.00 12 1.5x4 ll 10 1 2 9 a N N N 1 WCL3 11 N 61 6• 4 2x4= �• d' 1 5 T3� DI I 13-0-0 15-5-14 2-0-0 2-4-0 7-0-0 2-0-0 O1 4-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 nla n/a BCDL 10.0 Code FBC2014frP12007 Matrix-AS Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=1591Mechanical,4=29/Mechanical,5=575/0-8-0(min.0-1-8) Max Horz5=162(LC 12) Max Uplift3=115(LC 12),5=-335(LC 12) Max Grav3=159(LC 1),4=69(LC 3),5=575(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-284/121 WEBS 2-5=-462/560 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0, Intedor(1)3-0-0 to 6-11-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 335 lb uplift at joint 5. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO 20099 555 S. POMPANO PKWY. PAMPA NO BEACH, FL.93969 994}682.6651 Job Truss Truss Type Oty Ply �CESPEDES RES. GYM 170464 EJ7A Jack-Open 4 1 Job Reference o tional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print: 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:23 2017 Page 1 13-0-0 ID:h4e2PP_3FTPI� NovKdYNwzPoMs-PPO?MP44Aj4PCYLJnhABJIIKRV12b5idpmWZzhzMbgE 5-0-0 5-0-0 Scale=1:18.5 2 4.00 12 6 1 3x4 II 5 1 _v d N N N 81 L jll� 3 4 13-0-0 13-&0 11 15-5-14 5-0-0 500 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.07 3-4 >783 240 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(TL) -0.07 2 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.06 3-4 >918 240 Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=259/0-8-0(min.0-1-8),2=194/Mechanical,3=64/Mechanical Max Horz4=110(LC 12) Max Uplift4=68(LC 12),2=-139(LC 12),3=-10(LC 12) Max Grav4=259(LC 1),2=194(LC 1),3=90(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12, Interior(1)3-2-12 to 4-11-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 4,139 lb uplift at joint 2 and 10 lb uplift at joint 3. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL,G, FORBES FL L IC. NO:20999 555 S. POMPANO PF6WY.. PAMPANO 13r=AC $, FL. =69 (9641682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 HJ7 Diagonal Hip Girder 6 1 Custom Truss,Delray Beach,FL 33444 Job Reference(optional) Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.T {�7 07:22:24 2017 Pagel 1 ID:h4e2PP_3FTPK7zskFWdYNwzPoMs-lb_OZk5iwOCGghwVKOiC r1y u4YKWGm2QF7V7zMbgD i 4-11-63-0-0 1 7-0-0 1 9-10-1 4-11-8 2-0-8 2-10-1 4 Scale=1:19.1 2.83 F12 3x4 to 3 1.5x4 II 13 1 v 2 N_ m N 12 W1 W2 a 1 Li 3 B1 Ll 3x4= 14 15 7 6 �- 2x4 11 3x4 8 5 2x4 11 Matb 13-0-0 2-8-9 3-2-4 1 7-0-0 1 9-10-1 2-8-9 0-5-10 3-9-12 2-10-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.02 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Ved(TL) -0.04 6-7 >999 240 BCLL 0.0" Rep Stress Incr NO WB 0.17 Horz(TL) -0.04 4 n/a nla BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Wind(LL) 0.03 7 >999 240 Weight:46lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3"Except' 10-0-0 oc bracing:5-6. WCL3:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=130/Mechanical,6=521Mechanical,8=358/0-11-5(min.0-1-8) Max Horz 8=184(LC 4) Max Uplift4=94(LC 20),6=-117(LC 4),8=-808(LC 4) Max Grav4=153(LC 17),6=303(LC 22),8=1001(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-589/357,2-12=566/392,2-13=-620/488,3-13=-504/383 BOT CHORD 1-14=-378/607,8-14=378/607,8-15=-3781424,7-15=378/424,6-7=378/424 WEBS 3-7=-408/217,3-6=-506/452,2-8=447/319 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cal.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,117 lb uplift at joint 6 and 808 lb uplift at joint 8. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)38lb down and 79lb up at 1-4-15,38 lb down and 79 lb up at 1-4-15,244 lb down and 353lb up at 4-2-15,244lb down and 353lb up at 4-2-15,and 139 lb down and 54 lb up at 7-G-14,and 139lb down and 54 lb up at 7-G-14 on top chord,and 13 Ib down and 40lb up at 1-4-15,131b down and 401b up at 1-4-15,177lb down and 265 lb up at 4-2-15,177lb down and 265 lb up at 4-2-15,and 36 Ib down and 43 Ib up at 7-0-14,and 36 lb down and 431b up at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plq Vert:1-4=90,5-9=20 Concentrated Loads(lb) Vert:13=287(F=143,B=143)14=-25(1`=13,B=13)15=275(F=137,B=137) CARL 0. FORBES FL LIC. NO:20699 555 S. POMPANO PKWY.. PAMPA NO BEACH,FL. 33069 (354}653-6651 Job Truss Truss Type Qty Ply CESPEDES RES. GYM 170464 J1 Corner Jack 12 1 16-0 o Job Reference o lional Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:24 2017 Page 1 16-5-1 IP:h4e2PP_3FTPK7zskFWdYNwzPoMs-tb_OZk5iwOCGghwVKOiQWUuBnKYym2QFTV7zMbgD 1-o-o 1-0-0 4.00 12 Scale=1:7.6 2 i r 1 :T1 0 0 v � N B1 0 3 2x4= 16-0-0 16-5-14 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Ved(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 VeO(TL) -0.00 6 n/r 120 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:3lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=80/Mechanical,3=29/Mechanical Max Horz2=101(LC 1),3=101(LC 1) Max Uplift2=60(LC 12),3=33(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 2 and 33 lb uplift at joint 3. 6)Non Standard bearing condition. Review required. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL G. )FORBES FL LIG, NO:20699 555 S. POMPANO PKWY, PA MPANO BEACH, FL. 93069 (9641682.6651 Job Truss Truss Type Qy Ply CESPEDES RES. GYM 170464 J3 Corner Jack 12 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 1$rR.®.020 s Nov 18 2016 Print:VD20%Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:22:25 2017 Page 1 ID:h4e2PP_3FTPRiz1 F4WdYNwzPoMs-MnYmn46KhKK7SrVu6DfOANiWlRh3_IvH4?g1azMbgC i 3-0-0 3-0-0 Scale=1:11.2 4.00 12 3x6 II 3 2 T1 1 v � WCL3 81 Q° 4 2x4= 0° 3x601Q 5 13-0-0 14-1-14 2-8-0 2-8-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.41 Veri(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Ved(TL) 0.00 5 >999 240 BCLL 0.0* Rep Stress Incr YES WB 0.09 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Wind(LL) -0.00 4-5 >999 240 Weight:I I lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3=-225/Mechanical,4=-237/Mechanical,5=785/0-8-0(min.0-1-8) Max Horz 5=69(LC 12) Max Uplift3=-225(LC 1),4=-237(LC 1),5=582(LC 12) Max Grav3=154(LC 12),4=180(LC 12),5=785(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=438NI NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=4511;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Wthstanding 225 lb uplift at joint 3,237 lb uplift at joint 4 and 582 lb uplift at joint 5. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FOR13ES FL LIC.NO:20699 555 S. POMPANO PKV4 Y. PAMPANO 135ACK FL. =69 (95+4�682.6651 Job Truss Truss Type Oty Ply CESPEDES RES. GYM 170464 J5 Corner Jack 12 1 Job Reference o tional Custom Truss,Delray Beach,FL 33444 16-0-0 Run:8.020 s Nov 182016 Print:8.020 s Ngt1g-g0l6 MiTek Industries,Inc.Thu Apr 27 07:22:25 2017 Pagel ID:h4e2PP_3FTPK7zskFW1M-PIMs-MnYmn46KhKK7SrViu6DfOANiAIS73_AvH4?gtazMbgC 5-0-0 5-0-0 Scale=1:15.5 3 4.00 12 1.5x4 II 10 2 T1 ? N N 9 C 1 WCL3 B1 2x4= �. 4' 5 11gy6 d l 16-0-0 17-9-14 I 12-4-0 5-0-0 2-0-0 0-4-0I 2-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip COL 1.25 TC 0.43 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.40 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) -0.02 4-5 >999 240 Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 rk recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=51/Mechanical,4=23/Mechanical,5=515/0-8-0(min.0-1-8) Max Horz5=115(LC 12) Max Uplift3=44(1-C 9),4=-23(LC 1),5=334(LC 12) Max Grav3=61(LC 17),4=35(LC 12),5=515(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-355/524 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0, Interior(1)3-0-0 to 4-11-4 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 3,23 lb uplift at joint 4 and 334 lb uplift at joint 5. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the tap chord and V gypsum sheetrock be applied directly to the bottom chord. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARL G. FOR13ES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPAN O BEACH,FL. 33069 (964168Z16661