The URL can be used to link to this page

Home My WebLink AboutRevised Truss Drawings l Project information: Customer; Job Number: SOLTY PLUMBING 170465 Job Name: CUSTOM TRUSS CESPEDES RES. - PAVILLION 1890 W. ATLANTIC AVE Address: DELRAY BEACH; FL 33444 16675 C24 CANAL ROAD 954-786-8800 City,sr,ZIP: FT. PIERCE, General Truss Engineering Criteria & Design Loads Building Code and Chapter: Computer Program Used. FBC20141TP12007 ,' 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 A This package includes la Truss Index Sheet and '"**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 Regulations. Note: Furthermore,the responsibility of the undersigned is solely limited to the design of the truss components shown.The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. POMPANO BEACH, FL. 33069 (954) 682-6651 1 04/25/17, Al 2 04/25/17 A2 3 04/25/17 A3 4 04/25/17 A611 5 04/25/17 EJ5 6 04/25/17 HJ5 7 04/25/17 J1I 8 04/25/17 J3 I I .i i w. d � r �'Opy Page 1 of 1 i . Job Truss Truss Type !- Qty Ply CESPEDES RES. - PAVILLION 170465 Al Hip 2 1 i Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 Ia15:26 2017 Page 1 10- - ID:fNcfyABTLJEE niB2TgjE7zPr7U-ztdsZ7Pva zVaIl44UUiENIW-9-F?pSoRS?_rEyNcO? -2-0-0 8-�-8 '2-6-0 5.0.0 7-0-0 10.5-0 13-10-0 15-10.0 18-4-0 20-1-8 0- 22-10-0 2-0-0 10-8-81 -,1 r 2—g-p �- 2 21 �- 3-5-0 3-5-0 2-0-0 I 2-6-0 { 1-9-8 �0-8 8 2-0-0 1 Scale=1:41.5 .I 6x8= 1.5x4 11 6x8= 5 22 6 23 7. 5100 12 4x4� 4x4 C 4 - 8 11 1.5x4 II 2 1.5x4 II 9 5 0 21 3 1 t 17 16 15 `1 T� 24 _ 10 0 2 18 5x10 MT20HS� 3x8 5x10 MT20.HS= 14 B o N 1 81� 1.5x4'I I 1.5x4 11 11 IT 0 ' r 19 - 12 r 6x6- 6x6= 5x10 5.00 12 5x10 13 20 i 10-0-0 t 10-0.0 0-8-8 :2-6-0 11-3-11' 15-10-0 t20-1-8 0-8-81 M 9-8 3 2-1-81 3 ?10_1 2-6-0 1-9-8 Plate Offsets(X Y)-- [2:Edge,0-3-2} [5:0-6-4 0-2-121 [7:0-6-4 0-2-12} [10:Edge 0-3-2} [12:0-3-13 0-2-B} [19:0-3-13 0-2-B] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.42 16 >582 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.95 16 >265 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0,65 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wind(LL) 0.59 16 >407 240 Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 ; TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 63,65:2x4 SP'M 30,B4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer WEDGE Installation ouide. Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=iM510-8-0 (min.0-1-10).1 0=1 355/0-8-0 (min.0-1-10) Max Horz2=1i1,7(LC 11) Max Up11ft2=-926(LC 12),10=-926(LC 12) Max Grav2=1374(LC 17),10=1374(LC 18) i1 FORCES. (lb)-Max.Comp.%Max.Ten.-All forces 250(lb).or less except when shown. TOP CHORD 2-21=-2705/1;869,3-21=-2629/1881,3-4=-2752/2018,4-5=-4292/2908,5-22=-4452/3052,6-22=-445213052, 6-23=-4451/3052,7-23=-4452/3052,7-8=-4253/2928,B-9=-2741/2025,9-24=-2628/1887,10-24=-2705/1874 BOT CHORD 2-19=-1548/2435,18-19=-1573/2472,17-18=-1758/2767,1 6-1 7=-23 6914033,15-16=-2402/3922,14-15=-1779/2673, 12-14=-1592/2385,10-12=-1566/2350 WEBS 5-17=-646/1022,7-15=-6531987,3-19=-313/287,9-12=-295/290,5-16=-491/651,6-16=-294/321,7-16=-491/651, 4-18=-725/49.5,4-17=-982/1640,B-15=-968/1658,B-14=-707/501 NOTES- 1)Unbalanced roof live loads:have been considered for this design. 2)Wind:ASCE 7-10;Vult=179mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-0-0,Exterior(2)7-0-0 to 18-4-0,Interior(1)18-4-6:to 22-10-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.601plate grip DOL=1.60 3)Provide adequate drainagep 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 926 lb uplift at joint 10. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 'i I CARL G. EORBES FL LIC. NO. 20699 i 555 S. POMPANO PK'i Y.. PAMPA NO BEACH, FL.33069 (954) 682*6651 I Job Truss Truss Type --- ---- Qty- Ply CESPEDES RES. - PAVILLION 170465 A2 HIP 2 1.I Job Reference(optional) Custom Truss,Delray Beach„FL 33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 10:15:27 2017 Page 1 ID:fNcfyABTLJEE n-iB2TgIE7zPr7U-S3BEmTQYL15MIBvKGeB?xm1 9-0 etkFGxg 5 kXNgyNcO -2-0-0 10i� -8 2-6-0 500 002 1-9-8 8 0.6-B 1 2-0-0 2- 1-9-8 -8-8 2-0- Scale=1:41.5 4x6= 7x8 MT20HS= I 5 i 0 6 5.00 12 �I 4x6 4x6 134 7 4 1.5x4 II 1 15 14 T 1.5x4 Il o v 3 1 1 8 v 5x10 MT20HS o 19 6x10 MT20HS= 5 21 2 , 9 N t1 16 13 t0 i 1.5x4 11 1.5x4 It 11 0 6x6= 17 5.00 12 1t 64= 5x10 12 [ Sx10= 18 i 10.0-0 'I 10-0.0 10-8-81 12-6-0 5-0.0 9-1.8 11-8-8 11-10-0 15-10-0 18-4-0 20-1-8 0.10- 0-0-B 11!-9-8� 2.6.0 4-1-8 2-7-0 0- -6 4-0-0 I 2-6-0 1-9-8 a Plate Offsets(X,Y)-- [2:Edg6,0-3-21 [6:0-5-4 0-2-4] [9:0-0-0 0-3-21,[11:0-6-8,0-2-5],[15:0-4-12,0-2-121L(17:0-3-13 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.42 13-14 >583 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.95 13-14 >255 240 MT20HS 187/143 BCLL 0.0 R-ep Stress Incr YES WB 0.69 Horz(TL) 0.72 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wind(LL) 0.57 15-16 >422 240 Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. T2:2x4 SP 430 BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. BOT CHORD 2x4 SP M 31*Except* MiTek recommends that Stabilizers and required cross bracing B1,B7:2x6 SP No.2,134:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. WEDGE ; Left:2x4 SP No.3,Right:2x4iSP No.3 REACTIONS. (lb/size) 2=1',355/0-8-0 (min.0-1-10),9=1355/0-8-0 (min.0-1-10) Max Horz2=-1'43(LC 10) Max Uplift2=-926(LC 12),9=-926(LC 12) Max Grav2=1364(1_C 19),9=1364(LC 19) FORCES. (lb)-Max.Comp.%Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-2842/1:872,3-19=-2766/1885,3-4=-2904/2012,4-5=-4667/2893,5-20=-4472/2861,6-20=-4472/2861, 6-7=-4748/2989,7-8=-2900/2021,8-21=-2764/1892,9-21=-2840/1880 BOTCHORD 2-17=-1555/2575,16-17=-1579/2632,15-16=-1717/2840,14-15=-2402/4309, 13-14=-1754/2759,11-13=-1606/2543, 9-11=-1582/2491 WEBS 5-15=-739/1876,6-14=-780/1366,6-15=-209/351,3-17=-363/254,8-11=-337/257,4-16=-466/379,4-15=-926/1752, 7-14=-936/1923,7-13=-488/403 NOTES- j 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=17,Omph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. It;Exp C;Part.Encl.,GCpi,=0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 9-0-0,Exterior(2)9-0-0 to 11-10-0,Interior(1)15-10!O to 22-10-0 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 deslgned 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 926 lb uplift at joint 9. 8)Warning;Additional perman 1 ent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard i a CARL G. FORBES FL L'C.NO:ZD699 556 S. POMPANO P'KWY. PAMPANO BEACH, FL. 33069 {954) 682-6651 Job Truss Truss Type -- Oty Ply CESPEDES RES. - PAVILLION 170465 A31 HIP 9 1 Job Reference optional Custom Truss,Delray Beach,FL'33444 Run:8.020 s Nov 16 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 10:15:28 2017 Page 1 10 F - ID:fNcfyABTLJEE-niB2TgjE7zPr7U-wIFld..pOA6cDDp3vTCv1-W9-9AJoNorW-SoVyTh3-5ul U 4u6yNcNz - ! - -0 5-0-0 15-10-0 100-2-0-0 1 1-s-e z-6-0 0 I 150o $ 2zo--o��6 40 50 Scale=1:41.0 5x5= i 6x6 6 6x6 5 7 5.00 12 22 r 23 i 1 3x10 3x10 4 16 �—w 8 1.5x4 II 5 17 15 1.5x4 II 3 1 3x10 3x10 r1 9 rn ' B 10x12MT20HS= 6 21 24 10 18 14 1 0 1 1 1.5x4 11 1.5x4 II 7 11 o 19 5.00I12 12 ] ' 1 7x6= —I 5x8% 5x8-- 13 20 (l 10-0.0 10 0-0 11-10-0 0$$1z-s-0 i s-0-0 91$ I 10-s.o I 11$-s H 1s-10-0 1 10-0-0 1 zo-1-s -loq '0$-0 i2, &6-0 4-1-8 13-e 'U et. 4-0.0 2-6-0 Plate Offsets(X,Y)-- [2:0-1-4 0-3-21 [10:0-1-4 0-3-21 [12:0-2-0,0-2-4) [16:0-6-0,0-3-1 31 [19:0-2-0 0-2-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.44 16 >554 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.99 16 >244 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.75 10 n/a n/a BCDL 10.0 Code FBC20141T'P12007 Matrix-S Wind(LL) 0.60 16 >404 240 Weight:113 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 j TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc puriins. BOT CHORD 2x6 SP M 26*Except* BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. B3,B5:2x4 SP IM 31 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 ! be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2x4 SP No.3,Right:2x4j5P No.3 REACTIONS. (lb/size) 2=13,55/0-8-0 (min.0-1-8), 1 0=1 355/0-8-0 (min.0-1-8) Max Horz2=16�1(LC 11) Max Uplift2=-926(LC 12), 10=-926(LC 12) Max Grav 2=1364(1_C 19).10=1364(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-2 8 6211 6 9 5,3-21=-2786/1707,3-4=-2903/1820,4-22=-4846/2706,5-22=-4788/2722,5-6—4649/2579, 6-7=-4649/2576,7-23=-4788/2794,8-23=-4846/2778,8-9=-2903/1838,9-24=-2786/1722, 10-24=-2862/1710 BOT CHORD 2-19=-1380/2575,18-19=-1398/2618,1 7-1 8=-1 5 3 012857,16-17=-2302/4764,15-16=-2407/4712,14-15=-1581/2783, 12-14=-1445%2547,10-12=-1426/2507 WEBS 3-19=-314/232,9-12=-291/226,4-18=-537/384,4-17=-910/1905,8-15=-858/1956,8-14=-530/375,6-16=-2117/3710, 5-17=-259/158,7-15=-286/145,5-16=-398/487,7-16=-398/475 'i 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=24ft;eave=oft;Cat. 11;Exp C;Part.Encl.,GCpi-0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-5-0,Exterior(2) 10-5-0 to 13-5-0 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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 926 lb uplift at joint 10. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard i i CARL G. F'ORBES FL LIC.NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL.33069 (964) 692-6651 Job Truss Truss Type — - Qty Ply CESPEDES RES. - PAVILLION 170465 AG Hip Girder 2 2 Job Reference(optional) Custom Truss,Delray Beach,FL33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 10:15:30 2017 Page 1 I 1 - - I ID:fNctyABTLJEE niB2TgjE7zPr7U-setNPUSOeDUx2M_3_rIJKYfODiS7 .�xgwOM 3zBz?yNcNx 2-0-0 500 8-8-6 12-10 1510-0 18-10-0 20-1-8 70- 22.10-0+ i - I2 1-3-0 3. 3-0-0 1-3-8 0-8-8 2-0 0 Scale=1:41.5 i 5x8 MT20HS= i 1.5x4 I 1.5x4 5x8 MT20HS= 5.00 12 4 19 5 20 226 23 7 3x4� 1� 1 1 y� 3x4 8 3 13— 3 2 9 1 B 16 24 1525 26 2714 28 13 /11 o N �1 1 6x0 v 3x4= 6x8= B7— 1016 3x4= 5x5r— 17 11 125x5= i 5x5 18 5.00 F12 5x5 II, 10-0-0 'i 10-0-0 F 8-8-8 F 12-1-8 { 15-7-0 I 18-10-0 20-1-8 20-10-0 1 5.3 0-8-8 1-3'8 3-3--0 0 3-5-8 3-5-0 3-5.8 3-3-0 1-3-8 0-8-8 Plate Offsets(X Y)-- [2:Edge'0-2.141 [4:0-5-12 0-2-8] [7:0.5-12 0-2-8] [9:Edge 0-2-141 [13:0-1-12,0-3-121,[16:0-1-12,0-3-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Pl�te Grip DOL 1.25 TC 0.87 Vert(LL) 0.33 14-15 >727 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.52 14-15 >468 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.44 Horz(TL) -0.22 9 n/a n/a BCDL 10.0 Cotle FBC2014/rP12007 Matrix-S Weight:244 lb FT=20% LUMBER- i BRACING- TOP CHORD 2x4 SP No.2 i TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2x4 SP No.3 a Il REACTIONS. (lb/size) 2=991/0-8-0 (min.0-1-8),9=991/0-6-0 (min.0-1-8) Max Horz 2=91i(LC 31) Max Uplift2=-1743(LC 8),9=-1743(LC 8) Max Grav2=17'3(LC 36),9=1773(LC 37) FORCES. (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2399/233,6,3-4=-5420/5540,4-19=-6585/7175,5-19=-6584/7175,5-20=-6584/7175,20-21=-6584/7175, 21-22=-6584/7;i'175,6-22=-6584/7175,6-23=-6584/7175,7-23=-6585/7175,7-8=-5383/5537,8-9=-2399/2334 BOT CHORD 2-17=-1861/2026,16-17=-1992/2171,16-24=-5224/5303,15-24=-5224/5303,15-25=-6976/6593,25-26=-6976/6593, 26-27=-6976/6593,14-27=-6976/6593,14-28=-5221/5207, 13-28=-5221/5208,11-13=-2018/2114,9-11=-1 886/1973 WEBS 4-16=-1091/1281,7-13=-1101/1255,3-17=-903/919,8-11=-875/919,3-16=-3162/2967,8-13=-3136/2951, 4-15=-1837/1451,5-15=-436/705,7-14=-1837/1450,6-14=-436/705 NOTES- 1)Ply to ply nailing inadequate 2)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-6-0 oc. Bottom chords connected asafollows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows,2x4-2 rows staggered at 0-2-0 oc,Except member 17-3 2x4-1 row at 0-9-0 oc,member 11-8 2x4-1 row at 0-9-0 oc,member 3-16 2x4-1 row at 0-9-0 oc,member 13-8 2x4-1 row at 0-9-0 oc,member 4-15 2x4-1 row at 0-9-0 oc, member 15-5 2x4-1 row aVO-3-0 oc,member 7-14 2x4-1 row at 0-9-0 oc,member 14-6 2x4-1 row at 0-3-0 oc. 3)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. 4)Unbalanced roof live loads have been considered for this design. 5)Wind:ASCE 7-10;Vult=170rnph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;6=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Part.Encl.,GCpi-,6,55;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1743 lb uplift at joint 2 and 1743 lb uplift at joint 9. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)414 lb down and 515 lb up at 5-0-0,246 lb down and 323.1b up at 7-0-12,246 lb down and 323 lb up at 9-0-12,229 lb down and 323 lb up at 10-5-0,246 lb down and 323 Ib up at 11-91,4,and 246 Ib down and 323 Ib up at 13-9-4,and 414 1b down and 515 Ib up at 15-10-0 on top chord, and 193 Ib down and 168 Ibjup at 5-3-8,3 Ib down at 7-0-12,3 Ib down at 9-0-12,3 Ib down at 10-5-0,3 Ib down at 11-9-4,and 3 Ib down at 13-9-4,and 1961b down and 168 lb up at 15-6-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.l 12)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 PKIlt4fY. Continued on page 2 PAMPANO BEACH, FL. 33069 (954) 6a 6651 I Job ::[A"G uss Truss Type OtY Plv CESPEDES RES. - PAVILLION 170465 1 Hip Girder 2 I 2 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 10:15:30 2017 Page 2 I ID:f NcfyABTLJEE_niB2TgjE77,Pr7U-setNPUSOeDUx2M3rJKYfODS7OFENxgwOM3zBz?yNcNx LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-90,4-7 i-90,7-10=-90,2-17=-20,17-18=-20,16-17=-20,13-16=-20,11-13=-20,11-12=-20,9-11=-20 Concentrated Loads(lb) Vert:4=79(B)7=79(B)16=-92(6)13=-92(B)19=147(B)20=147(B)21=147(B)22=147(B)23=147(B) i ,j i i II I ' i i I i CARL O. FORBES FL LTC,NO;20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (9-54) 6€2-6651 [170465 b TEj,o s Truss Type Oty Ply CESPEDES RES. - PAVILLION Jack-Open 14 1 f Job Reference o tionap Custom Truss,Delray Beach,Ff33444 Print:8.130 s Sep 25 2017 Mi 1 Indu�Str a Inc. Wed Nov 1 10:15:31 2017 Page 1 10-0-0 ID:fNcfyABTLJEE_niB2TgjE7zPr7u-KgRIcg7 cogWe2t13ux0?LyfXagCxXajikVRyNcNw -2-0-0 0-8-8 2-6-0 5-0-0 _ 2-0-0 I 0-8-8 I 1.9-8 I 2-6-0 Scale=1:18.9 4 i 5.00 12 1.5x4 11 S' I i 3 5 rn { 9 1 N 8 2 W5 B1 3 m I } 1 Q• 6' 6 t B 4x6 6x6= 5.00 12 11-0-13 10-0-0 12-4-9 0-8-8 I 2-6-0 } 5-0-0 2-6-0 Plate Offsets(X Y)-- [2.0-2-0'•0-3-21 LOADING (psf) SPIACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 cone FBC2014/TP12007 i ,l �I { i i I I i l l I j .1 I l j CARL G. FORBES FL LIC,NO:20899 { 555 S. PCyMPAMO F'[CW"l. PAl11PANO1 BEACH, FL. 33O63 (354) 682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. - PAVILLION 170465 HJ5 Diagonal Hip Girder 4 1 Job Reference(optional) Custom Truss,Delray Beach FLe33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc' Wed Nov 1 10:15:31 2017 Page 1 s 10-0-0 ID:fNcfyABTLJEE_niB2TgjE7zPr7U-KgRlcgT2PXcogwe2t�jqi o?KEfckgAIXajikVRyNcNw � I -2-9.15 1-0-0 3-0-0 3-10-5 7-0-2 ') 2-9-15 1.0-0 1 2-0.0 i 0-10-5 + 3-1-13 ' i 3x4 11 Scale=1:21.4 4 - to 3.54 F12 N 3x4% 10 ? 3 W7 1 N 2 13 ,1 B3 3x6 B7 a j 11 7 3x4— 4x12 j 3.54 12 1 9-6.6 8 11-1-4 ` 10-0-0 12-4-11 I •2-9-3 1-0-0 3-0-0 3-10-5 7-0-2 2-9-3 1 2-0-0 1 0-10-5 1 3-1-13 Plate Offsets(X,Y)-- [4:0-3-0`0-0-81 [7:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.01 8 >999 360 MT20 244/190 TCDL 15.0 L-6mber DOL 1.25 BC 0.40 Vert(TL) -0.06 8 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Wind(LL) -0.01 8 >999 240 Weight:45lb FT=20% LUMBER- I BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)2=0-10-15. (lb)- Max Horz2=229(LC 8),4=141(LC 24) Max Uplift AI116plift 1001b or less atjoint(s)except 1=-135(LC 24),2=-203(LC 8).6=-139(LC 8),4=-110(LC 8) Max Grav Allllrleactions 250 Ib or less at joint(s)1,6,4 except 2=768(LC 28) FORCES. (lb)-Max.Comp./,Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-738/185'3-9=-581/238 BOT CHORD 2-11=-305/749,7-11=-305/749,7-13=293/796,6-13=-336/776 WEBS 3-6=-749/3051 NOTES- 1)Wind:ASCE 7-10;Vu1t=171f)mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. 11;Exp C;Part.Encl.,GCpi,{0.55;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 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 376-0 tall by 2-0-0 wide Wilt between the bottom chord and any other members. 4)Refer to girder(s)for trussitb truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 lb uplift at joint 1,203 lb uplift at joint 2,139 lb uplift at joint 6 andl110 lb uplift at joint 4. 6)Non Standard bearing condition. Review required. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. B)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)334 lb down and 295 lb up at 1-4-15,334 lb down and 295 lb up at 1-4-15,and 134 lb down and 98 lb up at 4-2-15,and 134 lb down and 98 lb up at 4-2-15 on top chord,and at 1-4-15, at 14-15,and 97 lb up at 4-2-15,and 97 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is thelresponsibility of others. 9)Warning:Additional permah'ent and stability bracing for truss system(not part of this component design)is always required. 10)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(plf) Vert:1-2=-110,2-4=-90,2-7=-20,7-6=-20,5-7=-20 Concentrated Loads(Ib) Vert:9=196(F=98,B=98) 10=-99(F=-49,B=-49)13=195(F=97,B=97) i C,ARL G. FORBES FL LIC. NO, 20699 655 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682-6 651 Job Truss Truss Type city — Ply CESPEDES RES. - PAVILLION 170465 J1' Corner Jack 8 1 Job Reference 4ef8aq Custom Truss,Delray Beach,FI_'33444 Run:8.020 s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Industries,Inc. Wed Nov 1 10:15:32 2017 Page 1 ID:fNcfyP)�IYEE_niB2TgjE7zPr7U-oO?7?�ygggkelgDERka7TeYYM328PgJgpNSi1 uyNcNv -2-0-0 1-0-0 zoo too i Scale=1:9.0 3 5.00 rl2 i 2 o l T1 C° 1 0 , 1 Q° 4 1� 10-0-0 6x6= 10-0-0 10-8-9 1-0-0 i 100 Plate Offsets(X Y)-- (2:0-0-0'0-2-101 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -o.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Coiie FBC2014/TP12007 Matrix-P Wind(LL) 0.00 2 — 240 Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 i TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. l MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-167/Mechanical,2=445/0-8-0 (min.0-1-8),4=9/Mechanical Max Horz 2=125(LC 12) Max Uplift3=-167(LC 1),2=-420(LC 12) Max Grav3=164(LC 12),2=445(LC 1),4=18(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 5 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=S.Opsf;BCDL=4.Opsf;h=25ft;13=45ft;L=24ft;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-,C Exterior(2)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)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 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 61truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 lb uplift at joint 3 and 420 lb uplift at joint 2. �I 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CA,RL G. FOR13ES FL.LIC.NO. 20699 555 S. POMPANO F'KWY. PAMPANO BEACH, EL. 33069 (954) 682�6651 Job Truss Truss Type Qty Ply CESPEDES RES. - PAVILLION 170465 J3 CORNER JACK 8 1 Job Reference o tional Custom Truss,Delray Beach,FL 33444 RWb402O s Nov 18 2016 Print:8.130 s Sep 25 2017 MiTek Iont les,Inc. Wed Nov 1 10:15:33 2017 Page 1 ID:fNcfyABTLJEE_niB2TgjE7zPr7U-GDZW1,7n',ylosVvgoQ?S6MOr4hkTHM86yg21 BraKyNcNu ! .2-0-0 0-8-8 2.6-0 _ 217-133-0-0'- - i 2-0-0 l 0-1-130-4 3� i Scale=1:14.5 1.5x4 II 4 3 5.00 12 i 9 rn 2 T1 WS CP 19 5 Bt 1 B3 �• Q 6 n o p 46 4x4= i 10-0-0 5.00 12 10-2-13 11-6-9 0-8-8 7 2-6-0 1 3-0-0 , 1-9-8 0-6-o Plate Offsets(X,Y)-- [2:Edge 0-1-101 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 30.0 P,l'ate Grip DOL 1.25 TC 0.68 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.06 7 >513 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014TTP12007 Matrix-P Wind(ILL) -0.04 7 >785 240 Weight:19 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 ,! TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1:2x6 SP No. MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=168/Mechanical,2=434/0-8-0 (min.0-1-8),5=-69/Mechanical Max Horz4=-204(LC 11),2=310(LC 12) Max Uplift4=-63(LC 12),2=-293(LC 12),5=-138(LC 3) Max Grav4=168(LC 1),2=447(LC 17) FORCES. (lb)-Max.Comp./!Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-479/88,1,3-9=-462/103,3-4=-406/140 WEBS 3-6=0/270 NOTES- 1)Wind:ASCE 7-10;Vult=179�mph(3-second gust)Vasd=132mph;TCDL=8.0psf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;Part.Encl.,GCpi=.0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(l) 1-0-0 to 2-11-4 zone;cantilever left and right exposed;C-Gfor 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 63 lb uplift at joint 4,293 lb uplift at joint 2 and 138 lb uplift at joint 5. 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 CARE. G. FORBES FL LAC_NO,20699 555 S. POMPANO PKWY. PAMPANO BEACH, EL.32069 (954) 682-6651 TABLE OF CONTENTS GENERAL STANDARD ENGMERING PAGES 1....LATERAL BRACING RE,COMM[ENDATIONS................... ST-STRGBCK 2...WE,B BRACING RECOMMENDATIONS................:...........ST-WEBBRACE 3...TRUSS WEB BRACING LETTER. 4...SCAB-BRACE DETAIL......................:..................................ST-SCAB-BRACE 5... T-BRACE/I-BRACE DETAIL W/2X BRACE ONLY..............ST-T-BRACE 2 6...L-BRACE DETAIL.........................................................ST-L BRACE 7----OPEN JACK & CORNER HIP RAFTER DETAIL.................ST-CORNER SET 8...LATERAL TOE-NAIL DETAIL........................................ST-TOENAIL 9...UPLIFT TOE-NAIL DETAIL...........................................ST-TOENAIL-UPLIFT 10...LATERAL TOE-NAIL DETAIL.......................................ST-TOENAIL SP Il...TRUSSED VALLEY SET DETAIL..........:.. ST-VALLEY3 12...STA.NDARD PIGGYBACK TRUSS CONNECTION DETAIL..ST-PIGGY-ALT., 13...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR) 14...STANDARD GABLE END DETAIL..........:.......................ST-GE170-SP 15---STANDARD GABLE END DETAIL..................................ST-GE170-D-SP 16...STANDARD GABLE END DETAIL........:........................SHEET 2 17...BEARING BLOCK DETAIL.....:...............::................... ST-BLCK1 -18...BEARING BLOCK DETAIL.............................................S.T-BLCC2 CARL G,,FORB S,PE 555 S. POMPANO PKWY POMPANO BEACH, FL�3069 LICENSE NO.:2069,9;�,- (954)682-6651' . ";�` 4 Svmbofs Numbearing53 y m I Ge n e•ya ,,,y N�� '` - i PLATE LOCATION AND ORIENTATION j Failure to Follow Could Cause Property 3 Center plate on joint unless x,y I 1 -�� -� /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. I (Drawings not to stole) Apply plates to both sides of truss i I. Additional stability bracing for truss system,a-g- and fully embed teeth. i diagonal or X-brocing.is always required. See BCSI. 7 „ j 2. Truss bracing must be designed by on engineer.For 2 3 1 wide truss spacing.individual lateral braces themselves I TOP CHORDS may require bracing,or alternative T.I.or ETiminolor bracing should be considered. —� al-2 c2a i 4 1 3. Never exceed the design loading shown and never WEBS cz� 0 i stock materials on inadequately braced trusses. c 5 =O I 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate U `e = l designer,erection supervisor,property owner and plates 0-'he'from outside { o 'u U I all other interested panes. I edge of truss. csa cs-s O 1 S. Cut members to bear tightly against each other. r I i BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the !. I joint and embed fully.Knots and wane of joint 8 7 b 5 required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. I ( 7. Design assumes trusses will be suitably protected from r the environment in accord with ANSI/TPI 1. *Plate location details available iri MiTek 20/20 i I 8. Unless otherwise noted,moisture content of lumber software or upon request. I 1 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE i shag not exceed 19%al time of fabrication. I AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I t PLATE SIZE THE LEFT. i 9. Unless expressly noted,this design is not applicable for use wish fire retardant,preservative treated,or green lumber. I The first dimension is the plate CHORDS AND WEBS ARE fDENTIFIED BY END JOINT I 10.Comber is o non-strucfurarconsideration and is the x NUMBERS/LETTERS. i width measured perpendicular � responsibility of truss iabricolor.General practice is to to slots.Second dimension is I camber for dead bad deflection, the length parallel to slots. 11.Plate type,size,orienialton and location dimensions PRODUCT CODE APPROVALS ; indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.lumber used shall be of the species and size,and i 1 ICC-ES Reports: I in all respects,equal to or better than that o ' Indicated by symbol shwn and/or ESR-1.31 1,ESR specified. -1352,ER-5243,9604B, i by text in the bracing section of the I 95-431 96-31,•9667A I 13.Top chords must be sheathed or purfns provided at l output. Use T,I or Eliminator bracing NER-487,NER-561 I spacing indicoted.on design. if indicated. 951 10;84 32,96-67;ER 3907,9432A 14.Bottom chords require lateral bracing at 10 11.spacing, 1 BEARING or less,if no ceiling is installed,unless otherwise noted. i � . 15.Connections not shown are the responsibility of others. Indicates location where be 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but I ©2006 MiTek@ All Rights Reserved 1 approval of an engineer. reaction section indicates joint I number where bearings occur. 17.Instal and load vertically unless indicated otherwise. t�.a, . i 18.Use of green or treated lumber may pose unacceptable environmental,health orperformonce risks.Consult with i project engineer before use. Industry Standards: I ANSI/TPI1: National Design Specification for Metal ) ? p i 19.Review all orlions of this design front,bock,words i Plate Connected Wood Truss Construclion. I MiTek" 1 and pictures)before use.Reviewing pictures alone D58-89: Design Standard for Bracing. I I is not sufficient. BCSI: Building Component Safely Information. I I 20.Design assumes monulacture in accordance with Guide to Good Practice for Handling, , TM rZRFOR ANSIJTPI I Gualiily Criteria. M. Installing&Bracing of Metal Plate I i— — Connected Wood Trusses. + MiTek Engineering Reference Sheet:MII-7473 rev, 10-'08 j 'FEBRUARY 8, 2008 I LATERAL BRACING-RECOMMENDATIONS I ST-STRGBCK MiTel(USA,.Inc. Page 1 of 1 I rR IV TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, I 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. I MiTel(USA,Inc, NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY-MAY'BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO-THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. i NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF ) THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED i WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND.PROPERLY CONNECTED,BY OTHERS, AT THE ENDS, f ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE l USE METAL FRAMING SCAi3 WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.13i"x 3"} (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD\ (0.131 ATTACH TO VERTICAL I WEB WITH(3)-10d NAILS i / (0.131"x 3") ( i BLOCKING BEHIND THE ��' ATYAOH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS.`-FASTEN TO TOP AND WITH TWO#12 x 3' i RECOMMENDED WHILE BOTTOM,CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) , NAILING THE STRONGBACK NAILS-(0:131"x 3")1N EACH CHORD / I'I %i % 1 \ \ / i USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE i ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF 70 BOTTOM CHORD WEB WITH(3)-10d NAILS (0.181"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) • I I 4-0-0 WAIL BLOCKING TRUSS '� 2x6 (BY OTHERS) (BY OTHERS) STRONGBACK (TYPICAL SPLICE) 1 29 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY;USE A N-0"LONG ; SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: i OVERLAP STRONGBACK MEMBERS A MINIMUM OF V-0"AND FASTEN WITH(12)-1od NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (>"O BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) i 1 i L MARCH 12, 2009 WEB BRA'CING'RECOMMENDATIONS ST-WEBBRACE l MiTek USA,Inc. Page i of 1 �____v._..,_......�......._�L-__...J MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) BRACE BAY SIZE 24" 48"O,C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B C D C I D 17-0' 1342 1572 1572 2358 %'1% 3143 3143 4715 - 4715 j 7074 14'-0' 1150 ,1347 1347. •2021 "'�:% - -- 16'-0' 1006 1179 1179 .�<i-1il:�;::4i':" 1768 2358 2358 3536 894 1046 1048 1572 ,.3143 •471,5, 20'-0' 805 943 943 1414 %)' 1886 1886 1 2029 -Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1.DIAGONAL BRACING IS REOUIREO TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM,THE DIAPHRAGM LS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING Z%OFTHEWEB FORCE. A i -OR- .3.;DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL'AND SHALL BE INSTALLED IN SUCH A'MANNER THAT ITINTERSECTS WEB MEMBERS 1 X 4 112 SRS(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Bd (0.131'fd.5')FOR IM BRACES.2.1 Dd(0.131'x 3')FOR W and 2x4 BRACES.AND 3-10d(0.131'x3-)FOR 2xB BRACES. --_-._.-1_------- 4.CONNECT LAT£RALBRACETOEACHTRUSSWUH 2-8d(0.131-X2.5-)NAILS FOR 1x4 LATERAL BRACES, 2.10d;(0.131'x1)NAILS FOR W and 2x4 LATERAL BRACES.AND 3.10d(0.131"O')FOR 2d LATERAL BRACES. B 12 X 3 113,STD,CONST(SPF,DF,HF,OR SP) 5.:IATERA6 BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE I ,FOR CONTINUrry., "`--"'-'—""'"""---�---` "---- 6.�FOR ADDRIONAL GU(OANOE REGARDING DESIGN ANO INSTALIATON OF BRACMG,CONSULT DSB-09 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 C 2 X 4 113,STD,CONS?(SPF,DF,HF,OR SP) GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING G BRACING OF METAL PLATE CONNECTED WOOD TRUSSES.JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTrTUTE. N zbclnduallyxonn and ww .IpMnlxr0 D 2 X 6 43 OR BETTER(SPF,DF,HF,OR SP) 7.,REFER TO$PECIFIC.TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 0. TABULATED VALUES ARE BASED ON A DOL-1.15 FOR STABILIZERS: FOR A SPACING OF Z4-O.G.ONLY,MITEK-STABILIZER-TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B.C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS. ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED i AT PITCH BREAKS.STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.-SEE'STABILIZER' - TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LA'TERAL RESTRAINT �% rr ��' /�, /%�� _~�� 2.10d NAILS (SEE NOTE 4) TRUSS WEB MEMBERS II , This information is provided as a recommendation to assist in the requirement for permanent'bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof sys(em.The method shown here is just one method that can be used to provide stability against web buckling. J CART; G. FORBES, P.E. 555 S. POMPANO PARKWAY POMPANO BEACH, FL 33069 FL. LICENSE NO. 20699 (954) 682-6651 March 16, 2016 To who it may concern: Re: TRUSS WEB BRACING CUSTOM TRUSS For any of the trusses designed by this office,where lx4 lateral bracing is called for on the engineering sheets, the following may be substituted: If one brace is called,for, 1x4"T" or"I", Hem Fir or Southern-Yellow Pine may be used with 8d nails at 8 inches O.C. If two braces are called for, 2x4 "T" or"I" Henn Fir or Southern Yellow Pine may be used with 12d nails at 8 inches o.c. In all cased, the "T" or"I" brace must be installed and centered along at least 90% of the length of the web. Please let me know if I can be of any further assistance. Very•:truly yours, Carl'G. Forbes, P.E. `�: License-�q-•o:•20699 .JANUARY 1., 2009 SCAB-BRACE DETAIL ST - SCAB-BRACE �f -•_—I=-I (Ft> MiTek USA,Inc. Page 1 of 1 Note:Scab-Bracing to be used when continuous lateral bracing at midpoint(orT-Biracej is impractical. - ---- ..�f.---....� Scab must cover full length of web MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x_SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(3"X 0.131") NAILS SPACED 6"O.C. SCAB MUST BEETHE SAME GRADE,SIZE AND SPECIES(OR BETTER)AS THE WEB. •----lam MAXIMUM WEB AXIAL FORCE=2500 Ibs MAXIMUM WEB LENGTH= 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE \.� MINIMUM WEB GRADE OF#3 Nails / Section Detail i -=— Scab-Brace Web Scab-Brace must be same species grade(or better) as web member. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 • I --- �= C� _-- _------•--_--------__ __— MiTek USA,Inc. Page 1 of 1 Note:T-Bracing.i I-Bracing to be used when Continuous lateral bracing is impractical.T-Brace./I-Brace'must cover 90%of web length. Note:This detail.NOT to be used to convert T-Brace/I-Brace t I webs to continuous lateraf'braced webs: MiTek USA,Inc. _ Nailing Pattern — Brace Size T-Brace size — --Nail Size_ Nail Spacing - _ — for One-Ply Truss F -- 2x4 or 2x6 or 2x8 10d 6" o.c. ----- Specified Continuous - — Rows of Lateral Bracing Note:Nail along entire length of T-Brace/I-Brace Web'Size - 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 l-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 l-Brace I Nails - -- -_-- Brace Size \ for Two-Ply Truss Specified Continuous Rows of Lateral Bracing i SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB Jr2x6 2x6 T-Brace 2x6 I_Brace ---- -- --------- i \ - 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species and grade (or better) as web member. -BRACE �4 Nails j Section Detail T-Brace �� I Web I Nails Web--' f CAM I-Brace Nails i JANUARY 1, 2009 L-BRACE DETAIL BT - L-BRACE (,R) MiTek USA,Inc. Page 1 of 1 . .MiTek USA,Inc. --------_-- — --- ------___—.--.—_—_._-- I — Nailing Pattern Note:L-Bracing to be-used when continuous 1 L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace — ! --- — must cover 90%of web length. I _ 1 x4 or 6 10d 8" o.c. ` 2x4, 6, or 8 16d 8"o.c. Note:Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous Rows of Lateral Bracing i Web Size 1 2 /Nails — 2x3 or 2x4— 2x6 1x6 4 2x8 2x8 •`• DIRECT SUBSTITUTION NOT APLICABLE, i \ / SPACING { WEB �--------- ------ ---------- k L-Brace Size I for Two-Ply Truss —I ` —A I) �. L BRACE Specified Continuous �.:. Rows of Lateral Bracing i 1 — 2 2x3 or 2x4 2x4 •"` Lx6 2x6 .. --•---2x8 — 2x8 �• DIRECT SUBSTITUTION NOT APLICABLE. Nails - Section Detail \\ L-Brace f Web ` 1 { I 1 L-Brace must be same species grade (or better) as web member. JANUARY 22, 2013 OPEN JACK AND CORNER ST-CORNER SET HIP CORNER DETAIL MITek USA,Inc. Page 1 of 1 0o R oo �o SpUARE CUT Connection at D MiTek USA,Inc. Connection at A Connection at C Conned top of comer Hip with(3)10d(0.131"x 3") A .sDEvew s1DEVIEw toenails Into top chord of hip girder. , Open End Jack + 9 PITCH B -y NEAR SIDE NEAR SIDE MAX s.00 12 FAR SIDE FAR SIDE NEARSIDE NEAR 910E MIN 4.00 F12 3u4= C 0.00• Hip Girder SPAN(8-0-0 MAX) I, Hip Girder Max.overhang:2-0-0 d 1 LM Hip Comer D Attach 12"2x6 SYP No.2 block with PITCH 1Qd(0.131"x 3")nails two rows of 10d(0.131"x 3") MAX 5.ss 12 nails spaced 3"oc.Use a min 3"member end distance MIN 2.83 12 - - Plate covers 1-1/2"min. 3xio- overbearing SPAN{11-3-12 MAX) 45 DEGREE ANGLE Min,heel heigth:0-3-15 BEVEL CUT Max.overhang:2-10-0 Connection at B SIDE VIEW ((2M) 2 NAILS TYPICAL CORNER FRAMING NFJ.n SIDE 7 OC TRUSSES NEAR 910E n HIP GIRDER 00 45.00• "', W C MID) 10d(0.131"x 3")nails Wind loading: B(fYP) ° Basic wind speed is 170 MPH-ASCE 7-10 Exposure category B or C. Y Occupancy category II 8 psf top chord dead load. { 0 4.2 psf bottom chord dead load. z 25'roof height. w MWFRS Directional/C-C Hybrid Z Enclosed building(Cond.1) a- Duration of load is 1.60 0 — — — — — — — — — — Deflection: Truss LL-U360 TL-U240 Lumber:SPF MSR 2190 1.8E min.top chord required for Loading:Duration of load is 1.25 top chord slopes between 5.01112 and 8/12. 30 psf top chord live load SPF No.2 min.top chord slopes between 5112 and 4112. 15 psf top chord deal load SPF No.2 min.bottom chord. 0 psf bottom chord live load SYP No.2 or better for comer rafter. 10 psf bottom chord dead load 10 psf non-concurrent bottom chord live load Plates:All plates are MT20 Installed on each face per TPI 1. Conforms to:IRC 20 0 0/20 0 31200 6/20 0 9/2 0 1 2 IBC 200012003120061200912012 ice/ March 4, 2013 LATERAL TOE-NAIL DETAIL ST-TOENAIL Mirek USA,Inc. Page 1 of 1 D/3L1 �J N1.O TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUALSPUTTING OF-THE'-WOOD. L� 3. ALLOWABLE VALUE SHALL BE THE LESSEFI VALUE OF THE BOTTOM CHORD SPECIES MiTek USA,Inc. FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT ITOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(lb/nail) SIDE VIEW SIDE VIEW (2x4) (2x3) DIAM. SP DF HF SPF SPF-S 3 NAILS 2 NAILS 131 88.1 80.6 69.9 68.4 59.7 NEAR SIDE NEAR SIDE 85. z -- - --- ---...------_.. -._. - O .135 93.5 6 74.2 72.6 .63.4 FAR SIDE 116.3 108.3 i 93.9 91.9 80.2 NEAR SIDE T ---i FAR SIDE ----._..-------------`__._._.__ -.---- ---------- (�Z 128 84.1 76.9 SIDE VIEW 66.7 65.3 57.0 (M) .131 88.1 80.6 1 69.9 68.4 59.7 4 NAILS N .148 106.6 97.6 I 84.7 82.8 72.3 NEAR SIDE ai l - - ---� FAR SIDE C9 I .120 73.9 67.6 58.7 57.4 50.1 O •------------- --------_-..-_-- '---------- ------- NEAR SIDE 128 84.1 76.9 66.7 65.3 57.0 ---- ----- --- -- - --- --- ----a FAR SIDE 0 131 88.1 80.6 69.9 68.4 59.7 cl' -106.6- 97.6 I 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 0.00° EXAMPLE: i (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 91.9(lb/nail)X 1.15(DOL)=317.0 lb Maximum Capacity L / 45 DEGREEANGLE BEVEL CUT SIDE VIEW _ (2x3) 2 NAILS - --- - NEAR SIDE �\ -p NEAR SIDE \ � 0° >I \ 45.000 \, U2 SIDE VIEW SIDE VIEW 2x6 U2 i i 32 NAILS------ 4 NAILS X NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE \ NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY March 4, 2013 UPLIFT TOE-NAIL DETAIL ST-TOENAIL_UPLIFT�- _—f MiTek USA,Inc. Page 1 of 1 r � � THIS DETAIL SHALL..BE USED FM:A:CONNECTION RESISTING UPLIFT FORCES.ONLY.BUILDING,btSIGNER;IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. MiTek USA, Inc. END VIEW SIDE VIEW f - --- TOP PLATE OF W LL I /I 1"FOR 3"NAIL NEAR SIDE NEAR SIDE L 1-1116"FOR 3.25"NAIL 1 3/16"FOR 3.5"NAIL I VIEWS SHOWN ARE FOR FAO SIDE ILLUSTRATION PURPOSES ONLY { TOE-NAIL WITHDRAWAL VALUES PER N D S 2005(lb/nail) DIAM. SP DF HF SPF_ SPF-S 0 .13"1 — 59 -- 46 32! 30 20 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES 0 .135 60_ 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. J �,.� - --- -- �--• ----- ____ 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING Fz O .128 54 42 t28 27 19 OF THE WOOD. z -- . ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH wJO .131 55 439 28 19 LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN 1q862 484 31 ' 21 THE CONNECTION. J 01 Z O _._120— 51 -- 3 --- 27_-- _26 - —17--- O .128 - 49—_ _38 26 25 -17 o .131 _51 _ _39 27 26 17 M 148 57 44 ^31~ VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(A62"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(lb/nail)X 1.33(DOL for wind)=148 lb Maximum Allowable,Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(lb/nail)X 1.60(DOL for wind)=177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs(177 Ibs)Building Designer is responsible to specifiy a different connection. USE(3)TOE-NAILS ON 2x4 BEARING WALL "'USE(4)TOE-NAILS ON 2x6 BEARING WALL JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP O0 `R MiTek USA,Inc. Page 1 of 1 L_.._\/..._.___��._�I_-_� NI,,TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL,WOOD:SUPPORT-(NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK.CORNER OF THE MEMBER_END AS SHOWN. I 2.THE END DISTANCE,EDGE DISTANCE:AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF TNE,WbOD. MiTek USA, Inc. 3. ALLOWABLE VALUE'SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) I THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW f DIAM. SP DF HF SPF SPF-S -1 _131- 88.0 ____80.6 69.9 68.4 59.7 --- - -----1 O _135 -93.5 - 85.6 - 74_2 72.6_- - 63.4 VIEWS SHOWN ARE FOR '___ _. __ --'- --- ILLUSTRATION PURPOSES ONLY M _.162 _108.8 - 99.6 - 86.4 __84.5 73.8_ _ _ -_ z 128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW' _ .131 _75.9__ 69.5_ _ _60.3_ 59.0 . _51.1_ '(2x3) 2 NAILS N _.148 81.4 _ -74.5 -_64.6 _ 63_2 52.5 ------ --- `O NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE kANGLE MAY ANGLE MAY ANGLE MAY VARY FROM I VARY FROM Y FROM i 30°TO 60° 30°TO 60° TO 60° -� 45.00° 45.00° 45.00° FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY3 MiTel<USA,Inc. Page 1 of 1 oo LIVE LOAD 30 PSF(MAX) GABLE END,COMMON TRUSS DEAD LOAD ) 1'5'�' MAX NOTE:VALLEY STUD SPACING NOT OR GIRDER TRUSS D.O;L:.INO.=1.1.5 ( . TO EXCEED 48"O.C.SPACING ASCF 7-98,',ASCE 7-02,'ASCE 7-05(MWFRS) 100 MPH MiTek USA,Inc. ASCE 7-10(MWFRS)125 MPH 'i it u u u 11 n u l h I u u u n u u I 1 1 n u n u I I I 1 r II it II 'll ii ii n 11 II II �I u n it 1 II II I� II 11 11 �� '1 II 11 11 II 11 1j II II II 11 I 11 II 11 11 I 1 II I 1j ;I BASE TRUSSES VALLEY TRUSS.TYPICAL TYPICAL(24"O.C.) (24"O.C.) VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS 5 (24"O.C.) - OR GIRDER TRUSS . 1. INSTALL BASE TRUSSES. P 12 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES, VALLEY TRUSSES MAY PROVIDE 6 BRACING IF SHEATHING IS NOT APPLIED. — BASE TRUSSES MUST 6E DESIGNED FOR 7 i PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING(NOT TO EXCEED 24'O.C.). -------- 3. INSTALL VALLEY.TRUSSES(24"O.C.MAXIMUM) AND SECURE TO BASE TRUSSES AS e PER DETAIL A,B,OR.0 BELOW. DETAIL S 4. BRACE VALLEY WEBS IN ACCORDANCE WITH AE EE E DR C 7HE INDIVIDUAL DESIGN DRAWINGS. BELOW(TYP.) s TOE-NAIL VALLEY TO BASE TRUSS W/ 12 11 10 (2)16d TOE NAILS ATTACH 2x6 CONTINOUS NO.2 SPF ATTACH 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/TWO BLOCK TO THE FACE OF THE ROOF W/ 16d(.131'x 3.5")NAILS INTO EACH TWO 16d(A31"x 3.5")NAILS INTO EACH TRUSS BELOW TRUSS BELOW. EACH TRUSS BELOW / MUST HAVE A BLOCK ATTACHED TO IT. TOE-NAIL VALLEY TO BASE TRUSS W/ VALLEY TRUSS (2)16d TOE NAILS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) DETAIL B ATTACH BEVELED 2x4 CONTINOUS (3/12 PITCH OR LESS) NO.2 SPF TO THE FACE OF THE ROOF W/TWO 16d(.131"x 3.5")NAILS INTO EACH TRUSS BELOW �_ATTACH VALLEY TO BEVELED 2x4 W/ (2)16d TOE NAILS DETAIL C TOE-NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2)16d TOE NAILS STANDARD PIGGYBACK ST-PIGGY-ALT FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30'FEET u L u MAX TRUSS SPACING=24'O.C. CATEGORY II BUILDING EXPOSURE B or C EX01I�� ASCE ION ASCE 7 OS 1�JDURATION OF LOAD INCREASE:1.60 --'--'—'—"""—'- DETAIL IS NOT APPLICABLE FOR TRUSSES MITek USA, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. I \ SHALL BE CONNECTED TO EACH PURLIN E \ WITH(2)0.131'X 3.5'TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. \ CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0'SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON \ INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4-O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It. E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH C ADD 9"x 9"x 1W PLYWOOD(or 7/1 6"OSB)GUSSET EACH SIDE AT 48'O.C.OR LESS.ATTACH WITH 3-6d(0.113'X 2')NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) — B ' D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. r SCAB CONNECTION PER — NOTE D ABOVE i \ This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all 7"x 7"x 1/2"PLYWOOD(or 7116"OSB)GUSSET EACH SIDE AT 24"O.C.AT permanent bracing per standard engineering practices or\ Y EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113"X 2")NAILS refer to BCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) and diagonal bracing requirements. VERTICAL WEB G FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP \, AS SHOWN IN DETAIL. \ j \ 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF too(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH \ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) \ (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. -------- - 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. / 5) CONCENTRATED LOAD MUST BE-APPLIED-TO BOTH` .;;r r.•t,t'.. ' THE PIGGYBACK AND THE BASE TRUSS DESIGN. STANDARID PJGGYBACK TRUSS i EEBRUARY 14, 2012 CONNICTIGI'� DETAIL(PERPENDICULAR) ST-PIGGY-PERP. ! I - MITek USA,Inc. Page 1 of 1 R. MAX MEAN ROOF HEIGHT 30 FEET BUILDING CATEGORY H — -; WIND EXPOSURE B•or C WIND DESIGN PER ASCE.7-98,ASCE 7-02,ASCE 7-05 100 MPH(MW FRS): 'I WIND DESIGN PER ASCE 7-10 125 MPH(MWFRS) i MITek USA,Inc. DURATION-OF LOAD INCREASE FOR WIND'LOADS:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERINC DRAG LQADS(SHEAR TRUSSES). ` ADDITIONAL CONSIDERATIONS BY 1UILDING ENGINEERIDESIGNER ARE REQUIRED.' THIS DETAIL SHALL,BE ONLY USED FOR RESISTING A VERTICAL-WIND UPLIFT' j UP-f0 14Q LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER, IS,RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN 'OTHER.DIRECTIONS. PIGGY-BACK TRUSS (CROSS-SECTION VIEW) ATTACH PIGGYBACK TRUSS ! Refer to actual truss design drawing for TO BASE TRUSS WIYH additional piggyback truss information. (2)-16d(o.131u X 3.5")NAILS I TOENAILED. 1 NEAR SIDE ' FAR SIDE 1 NOTES FOR TRUSS; i. THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES �_ MUST HE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; -- - 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES , -- IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. 5, Pit3GYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. I I i -' FIAT TOP CHORD OF BASE TRUSS BASE TRUSS(SIDE VIEW) Refer to actual truss desigg''dravuing for additional base truss information. i 1 - NOTES FOR TOE-NAIL: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING. OF THE WOOD. f May 24, 2012 Standard Gable End Detail ST-GE170-SP I CR) --__ ,_—_._ MiTek USA,Inc. Page 1 In Typical 2x4 L-Brace Nailed To J�, I 2x4 Verticals W/1 Od Nails,6"D.C. Vertical Stud 1 L-1 \ ---`---�G—�=—� Vertical Stud ��• `� 2X6 SP R SPF No.2 (4)-16d Nails DIAGONAL BRACE MiTek USA, Inc. �� 16d Nails SECTION B-B Spaced 6"D.C. DIAGONAL BRACE ` ` ----- ------ --- _- (2)-1Od Nails into 2x6 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY: - \Typical Horizontal Brace \ Nailed To 2x4 Verticals 12 w/(4)-10d Nails SECTION A-A I I � 2X4 SP OR SPF No.2 r'AI Varies to Common Truss I * . *�\� PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING I / I ---A I TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH j I (5)-1 Od NAILS. /---..---RL__-- _—' -_ -- ___ B__ B \ (4)-Bd NAILS MINIMUM,PLYWOOD / SHEATHING TO 2x4 SSPF BLOCK / \1 9c -Diagonal Bracing * -L-Bracing Refer Refer to Section A-A to Section B-B NOTE: 24"Maxi Roof Sheathin 1.MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. - \ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND � WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT - (2)-10 ' BRACING OF ROOF SYSTEM. II Max. �i 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH PF o SP No.3 S r --` �(2)-1 Od NAILS OR BETTER WITH ONE ROW OF 1 Od NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A / .2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL /TrUS s @ 24" O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. / ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 points i 2x6 DIAGONAL BRACE SPACED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed 48"O.C.ATTACHED TO VERTICAL WITH TYPE TRUSSES. - USSES. 4 - 16d NAILS AND ATTACHED 10.1Od AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS RESPECTIVELY. BLOCKING WITH(5)-1 Od NAILS. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. 2 DIAGONAL End Wall -- HORIZONTAL BRACE DIAGONAL Minimum SEE SECTION - Stud Without 2x4 B Ad S A ( C ON A A) I R .T ! Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-0-1 _ _ 6-2-9_ _ 8-0-1 _12-0-2 2x4 SP No.3/Stud 16"O.C. 3-7-10 5-4-9 7-3-5 1 10-10-15 2x4 SP No.3/Stud 24"O.C. 3-0-3 4-4-11 6-0-6 9-0-9 2x4 SP No.2 12"O.C. 4-2-9 6-2-9 8-2-5 _ 12-7-12 2x4 SP No.2 16"O.C. 3-9-15 _ 5-4-2 7-7-14 1175-14 i 2x4 SP No.2 24"O.C. 3-4-2 4 4 11— -- 6-8-5 10 0 7 j -----------j-- — ---- --—-- -- ----- -- — Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails bin o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. T or I braces must 2 be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT-30 FEET - EXPOSURE B or C T ASCE 7-10 170 MPH STUD DESIGN IS BASED dN CQM(?QNENTS'ANP'OLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. 1 MAY 24, 2012 Standard Gable End Detail 4 ST-GE170-D-SP MiTek USA,Inc. Page 1�} Typical 2x4 L-Brace Nailed To i— -�--- 1 II U Ulul 2x4 Verticals W110d Nails,6"o.c. Vertical Stud Vertical Stud 2x6 SP OR SPF No.2 \(4)-16d Neils DIAGONAL BRACE ILU -- ?' Y 16d Nails MiTek USA,Inc. Spaced 6"o.c. ` I'I SECTION B-13 DIAGONALBRACE I-----�" _ 4'-0"O.C.MAX ----- ----- 2 -10d Nails into 2x6 ( ) 1 2X6 SP OR SPF No.2 .` ET I •- �� Ce / \\ SHOWN ARE FOR ILLUSTRATION ONLY. 4 I Typical Horizontal Bra I Nailed To 2x4 Verticals TRUSS GEOM RY AND CONDITIONS 1 ( w/(4)-10d Na11s \ 12 SECTION A-A 2x4 SP OR SPF No.2 _-- A \� Varies to Common Truss ---- —------ -------- �Y SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST +' , DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TOTRUSSESWITH(2)-10d NAILSAT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d NAILS. - 3x4 (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B NOTE: 24"Max Roof Sheathin 1_MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. _ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1'-O" (2)-1n 1. V ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. jj x BRACING OF ROOF SYSTEM. / i / (2)-10d NAILS 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. �- 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0".o.c. rust S ^ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A �T @) 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / y BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)t od NAILS THROUGH 2x4.. pia Brace % (REFER TO SECTION A-A) g- 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 pOintS 2x6 DIAGONAL BRACE SPACED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. It needed \ I 48"O.C.ATTACHED TO VERTICAL WITH 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR (4)-16d NAILS, AND ATTACHED TO TYPE TRUSSES. BLOCKING WITH(5)-1Od NAILS. ' 10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS.RESPECTIVELY. 11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIBlALSC. End Wall -- HORIZONTAL BRACE 2 DIAGONAL - (SEE SECTION A-A) Minimum Stud Without 2x4 DIAGONAL BRAOES AT, \` Stud Size Spacing Brace L-Brace BRACE ' 1/3 POINTS ?' 1 Species and Grade Maximum Stud Length 12x4 SP No 3/Stud 12"O.C. 3-9-7 _ 5 8-E3 _ _6-11-1 11-4-4-- 2xa SP No 31 Stud 16"O.C_. 3412 _ 4-1_1�15 6-9-8 _ 10 2-_3_ 2x4 SP No.3!Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 i 2x4 SP No.2 1 12"O.C. 3-11-13 5-8-8 6-1 1-1 11-11-7 _2x4 SP No.2 16"O-C. 3-7-7 4-11-5 - 6-11-1 -_ _- 10-10-5 - 2x4 SP No.2 24"O.C. —3 1-15 4-0 7— 6-3 14 —9 5 14 Diagonal braces over V-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 61n o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT-30 FEET EXPOSURE D ------- — — ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. .......... FEBRUARY 14, 20.12 Standard Gable End Detail SHEET 2 i I; R M!Tel<USA,Inc. Page 2 of 2 I it I ALTERNATE DIAGONAL BRACING TO THE.BOTTOM CHORD ................_.. i l.._. Trusses @ 24" o.c. I i i', ;I I i (� I HORIZONTAL BRACE '', 2z6 DW;GONAL BRACE SPACED 48"O.C. (SEE SECTION A A): . •;1. ATTACHED TO VERTICAL WITH(4)-16d 1 MITek USA,Inc. Roof Sheathing'— COMMON WIRE NAILS AND ATTACHED ; TO BLOCKING WITH(5)-10d COMMONS. r ,i • . I i Max. ,.._.._........ •I 7 i l i IT IS THE RESPONSIBILITY OF THE BLDG'DESIGNER OR 'THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO 4 ',i•' *CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE I�.� �: ,.;I ,1•i•-'PURLIN WITH TWO 16d NAILS ; TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT :. MAY RESULT FROM THE BRACING OF THE GABLE ENDS. 2X 4 PURLIN FASTENED TO FOUR TRUSSES { f ` ,•: ' I I j WITH TWO 16d NAILS EACH.FASTEN PURLIN. TO BLOCKING W/TWO 16d NAILS(MIN) ! (.... Diag. Brace . ;I PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES p I �` '!°, . .-SUPPORTING THE BRACE AND THE TWO TRUSSES , at 1/3 oints 'I ! if needed • ' P i I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING j I I TO TRUSSES WITH(2)-10d NAILS AT EACH END. i; I ATTACH DIAGONAL BRACE TO BLOCKING WITH ' i.. �`. t' �• " I' (5)-10d COMMONWIRE NAILS. i End Wall CEILING SHEATHING i BRACING.REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG... MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWINGi. NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE VERTICAL AND SPECIES AS THE TRUSS VERTICALS i ft NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS W ITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) I j. MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. j ALL BRACING METHODS SHOWN ON PAGE 1 ARE I i ! ! VALID AND ARE TO BE FASTENED TO THE SCABS OR I INLAYED STUD i I VERTICAL STUDS OF THE STANDARD GABLE TRUSS i (. ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS,' ! I �Ll, BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS,THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAVSTUDS ONLY. :. ' . I I ;;'•. NOTE:THIS DETAIL IS TO BE USED ONLY FOR , STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED ' STUDS ARE NOT ADDRESSED HERE. I ' STANDARD GABLE TRUSS r. .... : March 4, 2013 I BEARING BLOCK DETAIL ST-BLCK1 @ REFER TO INDIVIDUAL TRUSS DESIGN MiTek USA,Inc. Page 1 of 1 Y100 FOR PLATE SIZES-AND LUMBER'GRADES IMPORTANT This detail to.be used only with one ply.trusses _ with a.D.O.L.ilumber increase of 1.15 or higher. MiTek USA,Inc. Trusses.not.fitting;these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (Ib) ALLOWABLE LOAD(16) TOTAL EQUIVALENT BEARING LENGTH gp 2966 975 3941 0 R 2 ROWS C�.3"O.C. -4-10 2 BOTTOM CHORD DF 3281 892 4173 0-4-7 -- -- — -- -------- -----....----- (6 TOTAL NAILS) _HF —_2126 —_772 --- „ 2898 —_— _ a a iZ ^_ SPF 2231 754 2985 _0-4-11 _ Sp '2966• 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 _ 1338 — 4619 --- _—_—_0=4-1 4—--_- 3 ROWS @ 3"O.C. HF ` 2126 1159 3285 0-5-6 (12 TOTAL NAILS) .—_.,.----------- SPF 2231 1131 — -- 3362 --- ---------0-5-4 --------- — ----- — — -- - -- ----- SP _ 2966 _ 1950 .—.--- -- 4916 ,—_ ------_ 0-5-12 ------------ 2x8 BOTTOM CHORD . . DF 3281 1784 5065 0-5-6 (16 TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0-5-13 CASE 2- 4"MINIMUM --'-- HEEL HEIGHT I _ - --/-� �� --•�------- BRG BLOCK TO BE SAME 12 BLOCK SIZE,GRADE,&SPECIES AS EXISTING,BOTTOM CHORD. 12'BLOCK APPLYTO.ONE FACE OF TRUSS. NOTES; 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE;EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO.AVOID UNUSUAL SPLITTING OF THE WOOD. , 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x S) FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP =565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. March 4, 2013� BEARING BLOCK DETAIL ST-BLCK2 I R MiTek USA,Inc. Page 1 of 1 (--\ r---�--�— REFER TO INDIVIDUAL TRUSS DESIGN V FOR PLATE SIZES AND LUMBER GRADES IMPORTANT I�� n This detail to be used.only with one ply trusses with a D.O.L. lumbpr.•increase of 1.15 or higher. MiTek USA, Inc. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION BEARINALLOWG NAILING PATTERN (Ib) �C LE LOADS ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH SP 4661 975 5636 — 0-6-10 2x4 BOTTOM CHORD 2 ROWS @ W O.C. DF_ 5156 892 _ _ 6048 _ _ 0-6-7 (8 TOTAL NAILS) HF 3341 772 4113 0-6-12 -- ---SPF---- --- 3506 ------754 --- 4260 ---------0-6-11 ---------- SP 4661 1462 6123 0-7-3 2x6 BOTTOM CHORD DF_ 5156 1338 6494 0-6-15__ 3 ROWS @ 3"O.C. HF 3341 1159 — (12 TOTAL NAILS) 4500 0-7-6 SPF _-3506 — 1131 _ 4637 _ 0-7-4_ SP 4661 1950 6611 — 0-7-12 2x8 BOTTOM CHORD DF 5156 1784 6940 0-7-6 4 ROWS @ 3"O.C. -- --— -- ------- — — ---—---- ——--- (16 TOTAL NAILS) HF 3341 1545 4886. 0-8-0 SPF 3506 1508 5014 0-7-14 / CASE 1 CASE 2 4"MINIMUM --- --- \ HEEL HEIGHT --- ---- — X L BRG BLOCK TO BE SAME 12'BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12'BLOCK ' APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d .131-DIAM( .x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END � ' OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP =565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT N " "INCLUDE MSR LUMBER WtTI-1• E VALUES , GREATER THAN 1,900,000 PSI OR NON-DENSE G• '`DE LUMBER. s Project Information: Customer: Job Number: SOLTY PLUMBING 171222 Job Name: CUSTOM TRUSS CESPEDES RES. -EXTEND PAVILLIO 1890 W. ATLANTIC AVE Address: DELRAY BEACH, FL 33444 16675 C24 CANAL ROAD 954-786-8800 City,sr,ZIP: FT. PIERCE, General Truss Engineering Criteria & Design Loads Building Code and Chapter: Computer Program Used., FBC2014/TP12007 MiTek Version: 8.13 Sep 25 2017 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 ***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 Regulations. Note: Furthermore,the responsibility of the undersigned is solely limited to the design of the truss components shown.The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: CARL G. FORBES • FL LIC. NO: 20699 555 S. POMPANO PKWY. Y POMPANO BEACH, FL. 33069 (954) 682-6651 1 10/22/17 B1 20 10/22/17 V6 2 10/22/17 B2 21 10/22/17 V7 3 10/22/17 B3 22 10/22/17' V8 4 1 10/22/17 B4 23 10/22/17 V9 5 10/22/17 B5 6 10/22/17 B6 7 10/22/17 137 8 10/22/17 EJ8 9 10/22/17 G 1 10 10/22/17 HJ9 y1` 11 10/22/17 12 10/22/17 J3 13 10/22/17 J5 >' 14 10/22/17 J7 15 10/22/17 V1 16 10/22/17 V2 17 10/22/17 V3 18 10122/17 V4 Carl)- 10/22/17 V5 Page 1 of 1 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171t222 131 HIP 1 1 Custom Truss,Delray Beach,FL 33444 Job Reference o tional Run:8.130 s Sep 25 2017 Print 8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:43 2017 Page 1 ID:UOc 8z73hpahKHgl3da3dfyQyQN-NwgkSby_Y4fx1_xeVb4gTBApo(�.GW8DH0yQEyU -2-0- -0-03-0.07-0-0 9-0 0 0 15-10.0 22-8-0 29-6-0 36-4-0 38-4-0 42-4.0 45.4.0 47-4-0 2.0-0 3-0-0 4.0.0 2.0-0 6-10-0 6-10-0 6-10-0 6-10-0 2-0-0 4-0-0 3-0-0 2-0-0 Scale=1:79.5 Dead Load Defl.=5/16 in 3x6 11 5x5= 4x8= 3x6-5x6 WB= 3x6= 5x6=5.60 12 2xa 2x4\\ 4 5 28 6 2 rp 7 30 831 9 32 33 10 3 11 W3 W W8 27 6 34 y 2 1 12 v 1 x 131' 19 20 O 18 17 16 15 14 7x6 i 8x10— 4x6= 4x4= 04= 5x6= 4x8— 5x6= 5x8 11 10-0-0 10-0.0 10.0-0 0- -4 3-0-0 I 8.0-0 -0- 18-1-5 I 27-2-11 1 36-4 0 1 42 4 0 1 45 4 0 0- 42912 50.0 -0- 9-1-5 9-1-5 9-1.5' 6-0-0 3.0.0 Plate Offsets(X))—(2.0-1-1a Edgel(2.0-8-8 0-2-21 (2.0-1-110-0-Ol (8.0-3o Edgel (10'0-3-0 0-2-41 (12.0-0-0 0-1 1al (19•a2 0 0-4-121 LOADING(pst) SPACING. 2-0-0 CSI. DEFL. in (too) 1/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) .-0.25 16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.72 Ved(TL) -0.57 14-16 >784 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 " Matrix-MS Wind(LL) 0.39 16 >999 240 Weight:267lb FT=20% v LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3A-2 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-17,9-14 W3:2x4 SP M 30,W11:26 SP No.2 2 Rows at 1/3 pts 6-19 OTHERS 2x4 SP No.3 with 2x4 SP No.3 with 2-10d(0.131"x3")nails and cross brace spacing of 12-0-0 oc. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 2=198/0-3-8.(min.0-1-8),12=202710-8-0 (min.0-2-10),19=3518/0-8-0(min.0-4-7) erection in accordance with Stabilizer Installation guide. Max Horz2=191(LC 11). Max Uplift2=602(LC 22),12=1406(LC 12),19=2269(LC 12) Max Grav2=167(LC 9),12=2199(LC 18),19=3743(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=1199/1898,3-27=1183/1949,3-4=1168/1964,4-5=967/1704,5-28=1022/1774,28-29=102211774,6-29=102211774,6-30=2495/1957, 7-30=2495/1957,7-31=409213055,8-31=409213055,8-9=4092/3055,9-32=3354/2571,32-33=-3354/2571,10-33=335412571,10-11=3619/2727, 11-34=378312826,12-34=3881/2793 BOT CHORD 2-19=1797/1361,18-19=1103/1832,17-18=-110311832,16-17=2335/3561,15-16=2719/4075,14-15=271914075,12-14=235613429 WEBS 5-20=5261402,19-20=4328/3137,6.20=4078/2946,6-17=74811333,7-17=1540/1157,7-16=-3121596,9-16=-2261306,9-14=1 122/84 6, 10-14=7231999,11-14=-4141516,4-19=7351485,3-19=4181552 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=45ft;eave=6ft;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-CExterior(?)-2-0-0 to 2-6.6,Intedor(1)2-6-6 to 9-0-0,Exterior(2)9-0-0 to 42-8-15,Interior(1)42-B-15 to 47-4-0 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)This truss has been designed fora 10.0 psf boftom chord live load nonconcurrenl 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 chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(It=lb)2=602,12=1406,1 9=2269. 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:20699 555 S. Pt31'VTiPANO PE4WY. PAMPANO BEACH,FL.330691 (964)682.5651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 B2 HIP 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,tnc.Tue Oct 2410:27:44 2017 Page 1 1 10-0-o ID:UOc_Bz73hpahKHgl3da3dryQyQN-r6E6fxycJOnONBWr3lb300SNnD8t�6BumpSyQEyT 20•UO.O-(13-0-0 8-4.0 11-0-0 16-10.0 22•B-0 2&6-0 34-4-0 37-0-0 3&4-0 45.4-0 47-4-0, -,2. 0-0 3-0-0 I 5.4.0 -, 2-B•D 1 5-10-0 5-10-0 5.10-0 5-10-0 2-8-0 1-4-0 7-0-0 2-0.0 Scale=1:79.5 Dead Load Deft.=114 in 3x6= 5x5= 3xB MT20HS= 4x6= 3x6= 5x5= 5.00 12 5x5 7:� 5 6 31 T9 7 3233 8 9 34 10 3x6 4 11 3x6— W7 0 3 35 9 329 7 36 n 2 12 37 0 1 131m 0 0 22 21 20 19 18 17 16 15 14 38 4x10 It 20 11 7x6= 7x8= 4x6= 4x4= 4x4= 5x6= 4x8— 20 It 5x6= 5x8 It 10-0-0 10-0-0 10-0-0 0-•4 3.0-0 8.4-0 11-0-0 18-9-5 26-6-it 34-4-0 3B-4-0 45-4.0 0- -4 2-9-12 5.4-0 2-B-0 7-9-5 7-9.5 7-9-5 4-0-0 7-0-0 Plate Offsets(X Y)—12.0-0-10 0-1-91 12.0-1-5 0-8-111 12•0-5.9 Edoel 14:01-12 0-2-01 f12.0-0-0 0-1-14t f21:0-3-0 0-4-121 LOADING(pso SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TO 0.95 Ved(L) 420 17 >999 360 MT20 2441190 TCDL . 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.46 15.17 >959 240 MT20HS 1871143 BCLL 0.0' Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 12 n/a n/a v' BCDL 10.0 Cade FBC2014rrP12007 Matrix-MS Wind(LL) 0.32 15-17 >999 240 Weight:287 lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6.20 W4:2x6 SP No.2,W5:2x4 SP No.2 with 2x4 SP No.3 with 2-I Od(0.131°x3)nails and cross brace spacing of 20-0-0 0c. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=31510-3-8 (min.0.1-8),21=366210-8-0(min.0-4-10),12=2000/0-8-0(min.0-2-9) Max Horz2=225(LC 10) Max Uplift2=655(LC 22);21=2410(LC 12),12=1380(LC 12) Max Grav2=245(LC 9),21=3940(LC 17),12=2186(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-29=1155M607,3.29=1 1 4 311 6 28,3.30=164812310,4-30=163112448,4-5=1 5214 91,5-6=1021438,6-31=211711697,31-32=2117/1697, 7-32=2117/1697,7-33=3291/2515,8-33=329112515,B-34=3291/2515,9-34=3291/2515,9-10=-308012406,10-11=3352/2504,11-35=-3727/2735, 35-36=3738/2718,12-36=3832I2701,12-37=1276/854 - BOT CHORD 2-22=1498/1211,21.22=1498/1211,20-21=230311859,19-20=85411586,18-19=85411566,17-18=1731/2777,16-17=-206413261, 15-16=2OB4/3261,14=15=-2289/3388,12-14=2289/3388,12-38=835/1266 WEBS 3-21=1019f780,4-21=348712552.4-20=200412901.5-20=515/395,6-20=2731/2005,6-18=74511255,7-18=12851964,7-17=-3481597, 9.17=3411367,9-15=-640/421,10-15=554/836,11-15=618/589 NOTES- 1)Unbalanced roof live loads have been considered for this desiggn. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.opsf;h=25ft;B=4511t;L=45ft;eave=6ft;Cal.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Extedor(2)-2-0-0 to 2-6.6,Interior(1)2-6-6 to 11-0.0,Extericr(2)11-0-0 to 40-8-15,Interior(1)40-8-15 to 47-4-0 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 nonconcunent 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 6t between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)except at=lb)2=655,21=241 0,1 2=1 380. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. rLOADCASE(S)Standard CARS.G. FORBES FL L,IC.NO.20699 556 S.POMPANO PKWY_ PAAMPf4NO BEACH, FL.33069 (964)682-56661 EJob 1 Truss Truss Type Qty Ply ICESPEDES RES. -EXTEND PAVILLIO 171222 B3 ROOF TRUSS 1 Jab Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:45 2017 Page 1 p ID:UOc_8z73hpahKHg13da3dfyQyQN-JJnVlHzE4ivF?H51d?71Yc_YtdWyd,�,ArdKLvyQEyS 2 0 do"�0 0 7 0 0 8 00 0 13 0 0 14 8-0 18-2 0 27.2.0 30.8-0 32-4-0 36-11-0 1 � 42-4.0 I 45-4-0 1 ki_ 4=o �2-0 0 2-0-0 5-0-0 11-4-0~ 4-8-0 1 8 0 t 3-e-0 9-0-0 3•fi-0 F1-8-0 4-7-0 1-5-0 4-0-0 2 0 0 - Scale=1:83.2 Dead Load Defl.=11/16 in 2x4 5.00 12 3x6� 2x4 II 7x6= 3x6 II 6x6 i 6x6-- 5xB MT20HS= 6x6= 5x6 5 6 32 7 3334 9 35 10 12 13 6x6 C 2x4\\ 4 14 2x4 15 3 W 21 3 36 0 0 30 31 - 3 37 tO 16 0 2 1719 c�1 o o 23 3B 22 21 20 19 39 18 4x6= Bx10= 5x8 MT20HS= 5x5— 4x4= 6x10 MT20HS= 4x8— 6x10= 4x8 I I 1 o-0bo-0 10.04 10-0.0 0 -0 8-0.0 11-0-0 13-0-0 1443-0 18-2-0 27.2-0 30-e-0 32-4-0 34-4.0 36-11-0 42-0-0 45-4-0 0--0 8-4-0 241-0 2-0-0 1-8-0 3-8-0 9-0-0 3-8-0 1.8-0 2-0-0 2-7-0 5-5-0 3-0-0 1-9-12 Plate Offsets(X Y)—12:0-2-7 a6111 r2aao a1 st ra a2-12 a3 of rs a3 o a2-st f/a1-13 a3 st rs:aas aa3)r13:a3 o a2-st r14:a3 o,Edgel 11s:Edge a3-81 r1s:a1-s,aalot r1s:a811 a1-51 •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 0.93 Ved(LL) -0.54 18-20 >824 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Ved(TL) -1.25 18.20 >356 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.97 Horz(TL) 0.12 16 n/a n1a :BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wmd(LL) 0.7918-20 >564 240 Weight:289lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T2,T4:2x6 SP No.2,T8:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-21,5-23 WEBS 2x4 SP No.3*Except'- with 2x4 SP No.3 with 2-10d(0.131"xX)nails and cross brace spacing of 2aa0 oc. W4:2x6 SP No.2,W8,W10:2x4 SP M 30 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss Left:2x4 SP No.3,Right:2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 2=127210-3-8(min.0-1-8),23=183610-R(min.(I2-0),16=24331a8-0(min.0-2-7) Max Horz2=260(LC 11) Max Uplift2=868(LC 12).23=-1099(LC 12),16=1563(LC 12) Max Grav2=1377(LC 20),23=2447(LC 18),16=2969(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.30=221611194,3031=2125/1225,3-31=2043/1227,3-4=-2038/1230,4-5=2096/1405,5.6=5005/2861,6-32=4453/2528,7-32=4453/2528, 7-33=5134/2935,3334=5134/2935,9.34=513412935,9-35=5408/3046,1a35=540813046,1a12=518912957,12-13=-519012960, 13-14=5637/3444,14-15=5553/3257,15-36=5566/3261,36-37=5634/3259,16.37=5739/3228,7-8=-729/437,9-11=-110/281 BOT CHORD 2-23=850/1804;2348=-1298/2933,22-38=129812933,21-22=129812933,20-21=2297/4952,19-20=2120/4328,19-39=2120/4328, 18-39=212014328,16-18=-277315134 WEBS 4-23=320/401,8-21--1337/972,6-8=1075/813,11-20=606/517,1a11=621/538,14-18=327/408,5-21=1388/2879,13-20=416/1161, 13-18=82911066,5-23=20671962,3.23=4431389,15-18=3331330 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=45ft;eave=6ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exferior(2)-2-0-0 to 2-6-6,Interior(1)2-6-6 to 13•0-0,Exterior(2)13-0-0 to 38-8-15,Interior(1)38-8-15 to 47-4.0 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 nonconcurrenl with any other live loads. 6)'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,with BCDL=10.Opsf. 7)Ceiling dead load(5.0 fist)on member(s).5-6;6-7,7-9,9-10,1a13 8)Bottom chord live load(40.0 pst)'and additional bottom chord dead load(0.0 psf)applied only to room.20-21 `9)Provide mechanical connection(by.olhers)of truss to bearing.plate capable of withstanding 100 lb uplift atjoint(s)except Ut=lb)2=868,23=1099,16=1563. 10)Graphical pudin representation does not depict the size or the orientation of the,purlin along the top and/or bottom chord. 11)Wamidg:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 12)Attic room checked for 1.1360 deflection. LOAD CASE(S) Standard OARS;C. FORBES FL LI.C,NO:20699 555 S. POMPANO PK W'"Y. PAMPA140 BEACH, FL.33069 (954)6€32-6651 Jab Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAV1LL10 - 171222 B4 ROOF TRUSS 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:46 2017 Page 1 1D:UDc-8z73hpahKHg13da3dfyQyQN-nVLt4d_sr116cRgDAJeX5p>i70mqv7,FVNttLyQEyR r-0-b0-0200-0 7-0-0 8-�OTO-0 14-8-0 15,¢0 18-2-0 27-2-0 30-4-0 30,F-0 36-11-0 �31 Q 42-4-0 45-4-0 ,4YY-4-0, 2-0-0 2-0-0 5-0-0 1-4-0 6-4-0 0-4-0 3-2-0 9-0-0 3-2-0 0-4-0 6-3-0 1-5 00 4-0-0 l 3-0-0 r2-0-0 Scale=1:84.7 Dead Load Dail.=518 in 2x4 5.00 12 7x8= 4x4 5 7x8 MT20HS= 3x8 II 6x6% 6x6 2x4 II 5x6 WB% - 6 7 8 32 W4 35 10 11 13 5x8 MT20HS WBzz� 2x4\\ SB1 SB j q 2x4 2x4 11 5 2x4 11 4 15 3 W2 21 23 16 4 0 2 31 IV 3 36 2 17 0 1 1B]co 0 0 24 37 23 38 22 21 39 20 40 19 4x6= 7x10= 5x8 MT20HS= 7x6= 4x4- 5x8 MT20HS= US— 6x10= 4x8 II 10-0DO-0 10-0-0 10.0-0 11-0-0 1411 O 1 -O 18-2-0 27-2-0 311-4-0 3 -0 344-0 36-11-0 42�-0 45-4-0 O•-0 6-0-0 2-0-0 3-e-0 0.4 3-2-0 9-0-0 3-2-0 0-4-0 3-8-0 2-7-0 6-6-0 9 12 Plate Offsets(X,Y)—12:0-2-7,0-6-111,[2:0-0-0,0.1-6],[5:0-3-0,Edge],[6:040,0-2-2],[8:0-1-13,0-3-5],[10:0-0-9,0-0-3],[13:0-4-0,0-2-2],[14:0-4-0,Edge],[17:Edge,0-3-10],[17:0-8-11,0-1-5],[17:0-1-9,0-0-10],[22:0-3-0,0-3-12], 124.0-5-0 0 441 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) Vdefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Ved(LL) -0.50 19-21 >879 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.15 19-21 >387 240 MT20HS 1871143 BCLL 0.0' Rep Stress Incr YES WB 0.98 Horz(TL) 0.15 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wmd(LL) 0.70 19-21 >634 240 Weight:296lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Fxcept" TOP CHORD Structural wood sheathing directly applied. T2:2x6 SP M 26,T5,T6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2*Except* WEBS 1 Row at midpt 7-22,6-22,13-19,6-24 B3:2x6 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* W4:2x6 SP No.2,W6,W10:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=1266I0-3.8(min.0-1-10),24=181910-8-0(min.0-2-15),17=241610-8-0(min.0-3-8) Max Horz2=294(LC 10) Max Upl1ft2=-867(LC 12),24=1114(LC 12),17=-1572(LC 12) Max Grav2=1386(LC 20),24=2470(LC 18),17=2981(LC 19) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 260(lb)or less except when shown. TOP CHORD 2-31=2311/1243,3-31=-2219/1276,3-4=213211281,4-5=2270/1497,5-6=2164/1523,6-7=-4464/2648, 7-8=411812432,8-32=-451712679,32-33=-451712679,33-34=-451712679,34-35=451712679,10-35=451712679, 10-11=4670/2739,11-13=454112691,13.14=-568013574,1415=5778/3549,15-16=5563/3252, 16-36=-5638/3247,17-36=574613214,8-9=-421/262 ` BOT CHORD 2-24=873/1847,24-37=-1388/3169,23-37=1388/3169,23-38=1388/3169,22-38=-1388/3169,21-22=-1959/4307, 21-39=195414102,20-39=1954/4102,20-40=1954/4102,19-40=-1954/4102,17-19=-2757/5136 WEBS 4-24=-622J730,9-22=-1587/1100,7-9=144711009,12-21=AB3/347,11-12=4711341,15-19=657(/32, 6-22-125612617,13-21-1991841,13-19-1074/1372,6-24=2081/849,3-24=268/232 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=45ft;eave=6ft;Cat.It;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and CC Extedor(2)-2-0-0 to 2-6-6,Interior(1)2-6-6 to 15-0-0,Extenor(2)15-0-0 to 36-11-0,Interior(1)36.11-0 to 47.4-0 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 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 7)Ceiling dead load(5.0 psf)on member(s).6-7,7-8,8-10,10-11,11-13 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.21-22 9)Provide mechanical connection(by others)of truss to hearing plate capable of withstanding 100 lb uplift at joint(s)except 6t=lb)2=867,24=1 114,17=1572. 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 U360 deflection. LOAD CASE(S) Standard FL LIC.NO:20666 655 S. POMPANO PKWY- PAAtY9PANO BEACH, FL. 33069 (954)682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 B5 ROOF TRUSS 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:47 2017 Page 1 ID:UOc_8z73hpahKHgl3da3dWyQN-FhvFlz?UcJAzEbFPkQ9mel4uvQge8xGd96QQnyQEyQ -2-0-d0-0n-0 7-0.0 8•�•00-0 13.0-0 14•e-0 17-0-0 8-2- 20-9.5 24-6-11 27-2-0 e-4- 30-8-0 32-4-0 36-11-0 8-4- 42-4-0 45-4-0 4��YY-4-0 2-0-0 2.0-0 5-0-0 1.4.0 4-8-0 1-8.0 2-4-0 -2- 2-7-5 3-9.5 2-7-5 -2- 2.4-0 1-B-0 4-7-0 1-5-0 4-0-0 3-0-0 Scale=1:84.3 Dead Load Dell.=9/16 in 3x6 It 5.00 12 5x10= 2x4 II 2x4 II 3x6 11 5x5= 4x8= 4x6= 6x8= 5x5= 46� 7 8 2x4 11 11 4 4,421343 3x6 1116 3x8 MTWHS� 18 3x6 Sx6 WB� 6 19 2x4\\08 5 20 3x6-zz 2x4 4 21 0 3 0 W3 22 2 3 4 0 2 39 3 44 �Z 2 23 0 1 24f co i to 0 32 31 30 29 28 27 26 25 4x6= 7x6= 4x4=4x6= 6x6= 4x4= 5x8 MT20HS= 4x4= 6x8= 44= 4x8 I I l0 090-0 to-0-0 10-0-0 0 -0 8-0-0 11-0-0 13-0-0 AV 17-0-0 9-2 27-2-0 9-0 30-9-0 32d-0 34-4-0 3611-0 42-0-0 45-0-0 0.-0 6-0-0 2-6-0 2: 1-9-0 2-0-0 1-2-0 9-0-0 1-2-0 2-0-0 1-8-0 2-0-0 2-7-0 65-0 3-0-0 1.9-12 Plate Offsets(X Y)—12'0-2-7 0-6-111 12:(M0 0 04-61 18'0-7-12 0-2-81 112 0-3-8 0.2-01 116'0.6-0 0-2-121 120'D-3-0 Edoel 123:Edge 0.3-81,123:0-8-11,0-1-51 123'0 1 9 0 0 101 129:0.3-0 0-4-01 132:0-3.0 0-4-41 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TO 0.90 Vert(LL) -0,48 28 >917 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.02 26.28 >435 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 23 n/a nla BCDL 10.0 Cade FBC2014/iPI2007 Matrix-MS Wind(LL) 0.70 26-28 >634 240 Weight:318 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Except: .T2,T9:2x4 SP No.2 3 Rows at 1/4 pts 10-15 BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. 133:N6 SP M 26 WEBS 1 Row at midpt 19-28 WEBS 20 SP No.3*Except* with 2x4 SP No.3 with 2-1 Od(0.131'x3')nails and cross brace spacing of 20-0-0 oc. W4:2x6 SP No.2,W37,W39:2x4 SP No.2 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):10,15 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss Left:2x4 SP No.3,Right:2x4 SP No.3 I erection in accordance with Stabilizer Installation guide. REACTIONS. (Ibisize) 2=106310-3-8(min.0-1-8),32=1973/0-8-0(min.0-3.2),23=2311/0-8-0 (min.0-3-5) Max Horz 2=329(LC 10) Max Up1ift2=-764(LC 12),32=1298(LC 12),23=1584(LC 12) Max Grav2=1129(LC 19),32=2657(LC 18),23=2783(LC 19) FORCES. (lb)-Max.Comp./Max.Ten:-All forces 250(lb)or less except when shown. TOP CHORD 2-39=1781/1062,3-39=1691/1095,3.4=1601/1098,4-5=2799/1870,5-6=2687/1880,6-7=3598/2391, 7-8=-1049/668,8-11=395512863,11-40=395512863,40-41=3955/2863,41-42=-3955/2863,42-43=3955/2863, 13-43=395512863,13=l6=395512863,16-18=391012384,18-19=-379512503,19-20=-452012977, 20-21=459112964,21-22=5033/3194,22-44=5117/3198,23-44=521913165,7-9=-2761/1928,9.10=2815/1999, 10-12=281511999,12-14=4321567,14-15=2181302,15-17=-2181302,17-18=2721341 BOT CHORD 2-32=711/1333,31-32=594/1259,30-31=115012266,2930=1150/2266,28-29=1634/3259,27-28=-2252/4022, 26-27=225214022,25-26=2587/4522,23-25=2715/4658 WEBS 4-32=1974/1212,10.29=-277/326,15-28=3381892,21-25=1341319,3-32=415/348,22-25=327/313, 21-26=649/439,19.26=460R(30,19-28=1153/935,4-31=91 2/1639,6-31=13351776,6.29=-732/1534, 8-9=393/408,16-17=47111097,8.12=248213350,11-12=5971521,14-16=-7301803,13-14=2401257 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;11=2511;B=45ft;L=45ft;eave=60;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFR.S(directional)and C-C Extedor(2)-2.0-0 to 2-6-6,1nledor(1)2-6-6 to 17-0-0,Exterior(2)17-M to 34-8-15,Interior(1)34-8-15 to 47-4-0 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 ate MT20 plates unless otherwise indicated. 5)This truss fias 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 20.0psf 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. 7)Bottom chord live load(40.0.pso and additional bottom chord dead load(0.0 psf)applied only to room.28-29 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=764,32=1298,23=1584. 9)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Waning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 11)Attic room checked for L1360 deflection. CARL c3. FORBES LOAD CASE(S)Standard FL LIC.NO:20699 555 S.POMPANO PKL!Y- PAMPA,NO BEACH, FL. 330691 (954)t 632-6551 rE truss Truss Type- Qty Ply �CESPEDES RES. -EXTEND PAVILLIO 2 B6 ROOF TRUSS 1 1 Job Reference(optional) uss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:48 2017 Page 1 o-0-0 ID:UOc_8z73hpahKHgl3da3df QyQN-JuTdVJ?6Ndlgslgcl8g?AEc�faa-0WE6QspsyDyQEyP 1.-0 o 23.10-11 -2-0.0 2-0-0 7-0-0 8-0-0 13-0-0 14.8-0 18-2-0 19.OA 21-5-5 22-8-0 26-0-0 7-2 30-B-0 32-4-0 36-11-0 8-4- 42.4-0 45-4-0 47-4-0 2-0-0+ r Sil-0 7--4-0� 11-8.0 1-2-11 Scale=1:87.4 Dead Load Dell.=7/16 in 2x4 II 3x6 II 5.00 12 2x4811 3x10= 5x8= 5x5= 9 39 1140 41 11$ 5x5= 3x6� xr` I 3x6 3x8 MT201!S� 1 1 •6 16 3x8 MT20HS-- 386 17 2x4\\4x8� 5 4318 3x6 2x4!/ 19 0 3 4 0 W3 2 20 m 3 4 0 37 3 44 21 2 0 0q1 Si Li 2 22(m 0 0 30 29 28 27 26 25 24 23 4x6= 7x6= 4x4=4x6 6x6= 4x4= 5x8 MT20HS= 4x4= 6x8= 4x4= 5x8 II 1 4-0 o-02a-o 10-0-0 10-0-0 0--0 8-0-0 11-0-0 13-0-0 •1411 18-2-0 1 A 26.4-0 7-2 30.110 32.4-0 34-4-0 36-11-0 42-4-0 450. 2-8-0 2-0-0 1-8-0 3-6-0 -10 7-4-0 -10- 36-0 1-8-0 2-0-0 2-7-0 5-5-0 3-0-0 1-9-12 Plate Offsets(n`) f2 0 0 0 01 61 f9'0 512 0 2 81 f14 0 512 0 2 81 (21 Edge 0 3-81(210 8 1101 51 f21 01 g 0 0101 f2T0-3-0 0 401 130.0-3-0 0-4-41 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0A1 26-27 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.85 24-26 >525 240 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 21 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.56 24-26 >792 240 Weight:3201b FT=20% LUMBER- BRACING- ! TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. T2:2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. BOT CHORD 2x6 SP No.2*Except*' WEBS 1 Row at midpt 17-26 B3:2x6 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' W4:2x6 SP No.2 JOINTS 1 Brace at Jt(s):8,15.12 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss Left:2x4 SP No.3,Right:2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=103610-3-8 (min.0-1-8),30=2006/0-8-0 (min.0-3-3),21=2305/0-8-0(min.0-3-4) Max Horz 2=364(1_C 10) Max Uplift2=762(LC 12),30=-1300(LC 12),21=1584(LC 12) Max Grav2=1119(LC 19),30=2721(LC 18),21=2778(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-37=1757/1157,3-37=-1667/1191,3.4=-1577/1194,4-5=-2784/1926,5-38=267511 937,6-38=-2661/1937, 6-7=3533/2390,7-9=-1527/1082,9-39=2393/1899,39-40=-2393/1899,11-40=-2393/1899,11-41=2393/1899, 41-42=239311899,14-42=2393/1899,14-16=-3258/2112,16-17=-3767/2512,17-43=-4453/2980, 18-43=4466/2977,18-19=-458512963,19-20=502213188,20-44=510913193,21-44=521013160,7-8=212911468, 8-10=2129/1468,10.12=2142/1490,12-13=-439/477,13-15=513/511,15-16=513/511 BOT CHORD 2-30=79611285,29-30=68611219,28-29=1203/2237,27-28=-120312237,26-27=-160913148,25-26=-2276/4040, 24-25=-2276/4040,23-24=2562/4490,21-23=2711/4651 WEBS 4-30=-2016/1211,8-27=2701326,15-26=446/1131,19-23=1691366,3-30=-4431385,20-23=-380/353, 19-24=-6021406,17-24=-4031655,17-26=134811010,4-29=98711735,6-29=1343R80,6-27=61411421, 9-10=244/267,13-14=-471/1103,9-12=-98111230,12-14=796/218,11-12=-366/382 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=45ft;eave=6ft;Cat.It;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exterior(2)-2-0-0 to 2-6-6,Interior(1)2-6-6 to 19-0-0,Exterior(2)19-0-0 to 32-8-15,Intedor(1)32-8-151o,47-4-0 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. 51 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)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.26-27 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)except(jt=lb)2=762,30=1300,21=1584. <9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 11)Attic room checked for U360 deflection. LOAD CASE(S) Standard CARL,G,FORBES FL LIC,NO:20699 555 S. POMPANO Pf!SW1Y. PAMPANO BEACK FL. 33069 (9 ?982-65651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 B7 ROOF TRUSS 1 1 Job Reference o tlonal Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:49 2017 Page 1 10-0-0 10-0-0 23 z 11 ID:UOc_8z73hpahKHg13da3dfyQyQN-B411ifOkMgTvPosrBEjS9D6EpEF�V TbXUgyQEyO 22-6-0 -2-0-0 2-0-0 7-0.0 6-4-0 13-0-0 14$-0 19-2-0 1 -0 21-0-0 2-1- 4-4- 26-0-0 7-2 30-a-0 32-4-0 36-11-0 38-4-0 42-4-0 45-4-0 47-4-0 2-0-0 2-0-0 5-0-0 1-0-03$-0 O-&1 2-0-0 -10- 3-6-0 1-6-0 4-7-0 1-5-0 4-0-0 3-0-0 2-0-0 0-6.11 1-1-5 Scale=1:82.0 Dead Load Deft.=9116 in 5x8= 5.00 F12 2x4-� 5x5= / 2x4 11 11 39 12`10 2x4 i 14 Us i:� 5x x6 II 6= 9 37 5x6-- 3x6 3x8 MT20HS� 387 5 6 4g 16 3x8 MT20HS 6 4117 4x8% 5 3x6= 3x8= 18 3x6 2x4\\ 4 19 2x4 3 W3 20 °' 37 3 0 0 28 42 yy 29 1 2 1 2 2�W22219 p o 30 29 28 27 26 25 24 23 5x6= 6x8= 4x6— 6x6= 4x4= 6x6= 4x4= 5x8 MT20HS= 4x4= _ 4x8 It 4x4= 0-0-0-0-0 10-0-0 10.0-0 0 -4 6-4-0 11-0-0 1%2-0 14-6-0 I6-2-0 21-0-0 24-4-0 27-2-0 30.8-0 32-4-0 34-4-0 36-11-0 42-4-0 45-4-0 2-6-0 2-0-0 1$-0 3-6-0 2110-0 3-4-0 2-10-0 3-e-0 1$-0 2-0-0 2-7-0 5-5-0 3-0-0 1-9-12 Plate Offsets(X,Y)--{2:0-2-7,0 611E[2:0 0-0 01-61{11:0-5 12 0 2-81{21'Edge 0 4-21 {21 0-8 11 0 1-51 {210-1-9 0-0-101 {27 0 3-0 0 4 O1 [30 0 3-0 0.4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.51 26 >875 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Ver1(TL) -1.10 24-26 >405 240 MT20HS 187/143 BCLL .0.0' Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 21 n/a n1a BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Wind(LL) 0.7124-26 >629 240 Weight:3241b FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. BOT CHORD 2x6 SP No.2'Except' WEBS 1 Row at midpt 17-26 B3:2x6 SP M 26 with 2x4 SP No.3 with 2-IOd(0.131'x3)nails and cross brace spacing of 20-0-0 oc. WEBS 2x4 SP No.3'Except' W4:2x6 SP No.2 JOINTS 1 Brace at Jt(s):8,15,10,13 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss Left:2x4 SP No.3,Right:2x4 SP No.3 erection in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=1169/0-3-8 (min.0-1-8),30=1844/0-&O(min.0-3-1),21=2334/0-8-0 (min.0-3-5) Max Herz2=398(LC 10) Max Uplift2=865(LC 12),30=-1174(LC 12).21=-1607(LC 12) Max Grav2=1257(LC 19),30=2607(LC 18),21=2802(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-37=2078/1400,3-37=198611433,3-4=189911436,4-5=295512040,5-6=-284312050,6-38=-3698/2438, 7-38=3645/2441,7-9=1530/1367,9.11=1308/1,176,11-39=177111442,39-40=177111442,12-40=1771/1442, 12-14=.1941/1517,14-16=2386/1829,16-41=3773/2488,17-41=-3825/2477,17-18=-4573/2941, 18-19=-4643/2926,19-20=5075/3152,20-42=515913156,21-42=-526113123,7-8=240511336,8-10=-240511336, 10-13=-242911503,13-15=-1344/790,15-16=13441790 BOT CHORD 2-30=101811553,29-30=88811484,2&2 9=1 31 212 37 3,27-2 8=1 31 212 37 3,26.27=163813293,25-26=-223114070, 24-25=2231/4070,23-24=253714561,21-23=267714696 WEBS 4-30=-1911/1008,1526=-299/840,19-23=138/307,3.30=432/381,20-23=325/331,19-24=-637/422, 17-24=-46Of799,17-26=1176/896,4-29=789/1614,6-29=1328/687,6-27=-494/1444,10-11=-306/103, 12-13=3751568,11-13=-43OR78,9-10=270/380,13-14=645/606 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=45ft;eave=6ft;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exterior(2)-2.0-0 to 2-6-6,Interior(1)2-6-6 to 21-0-0,Exterior(2)21-0.0 to 24-4-0,Interior(1)304-15 to 47-4-0 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 pending. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load 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. 7)Bottom chord live load(40.0 pst)and additional bottom chord dead load(0.0 psf)applied only to room.26-27 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift atjoinl(s)except Qt=lb)2=865,30=1174,21=1607. 9)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10)Warning:Additional permanent and stability bracing for truss system(not pad of this component design)is always required. 11)Attic room checked for U360 deflection. LOAD CASES)Standard CARE G. FORBES FL LIC.NO,20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL.. 33069 (9 ) 682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171�222 EJ8 Monopitch 22 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print.8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:50 2017 Page.1 10-0.0 ID;UOc W.l 8z73hpahKHgl3da3dfyQyQN-fGbNvEYX53z_PZITFIIV9eGM_13IK6L506yQEyN I -2.0-0 I 2-0-0 41 -0 I B-8-0 2-0-0 2-0-0 2-4.0 4-4-0 6x6 11 Scale=1:28.2 Dead Load Detl.=1/4 in 4 5.00 12 e EV2 4x6 3x4 3 i 7 2 1 s e d' d d 6 e S 4x4 11 1.5x4 11 54x6 11 10-0-0 10-0-0 0,2,4 8-8-0 0-2-4 8-5-12 Plate Offsets(XY)-12:0-2-3,0-0-31 f2:1.4-140-1-81 f3:0.2-120-2-01 f4.0-3-9Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.16 5-6 >623 360 MT20 . 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.40 5-6 >253 240 BCLL 0.0' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 nla nla BCDL 10.0 . Code FBC2014fTP12007 Matrix-S Wmd(LL) 0.34 5-6 >298 240 Weight:43lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. BOT CHORD 20 SP M.31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2*Except' MiTek recommends that Stabilizers and required cross bracing be installed during truss W2:2x4 SP No.3 erection in accordance w th Stabilizer Installation uide. SLIDER Left 2x4 SP No.3 2-0-6 REACTIONS. (lb/size) 5=44310-8-0(min,0-1-8),2=66510.3:8(min.0.1-8) Max Horz2=424(LC 12) Max Uplift5=369(1_C 12),2=422(1_C 12) Max Grav5=514(LC 11),2=665(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown, 11 TOP CHORD 2-7=287144,3-7=280156,4-5=370/448 WEBS 3-6=3771475 NOTES- 1)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Extedor(2)-2-0=O to 1-0-0,Intedor(1)1-0-0 to 8-5-4 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 6t=1b)5=369,2=422. 5)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard i CARL G. FORBES FL LIC.NO:20699 555 S.POMPANO PKWY.: PAMPANO BEACH, FL. 33069 (9541682-6651 Job Truss Truss Type Qty Ply �CESPEDES RES. -EXTEND PAVILLIO 171222 G1 HIP 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:512017 Page 1 10-0-0 ID:UOc_8z73hpahKHgl3da3df QyQN-BT9m7L27gYgOjC�Q�QiotEbL1aIJYGsYm4eZYyQEyM fi-4-0 F 12-4-8 16-11-8 23-0-0 1 28-B-12 31-6-0 6-4-0 6-0-B 4-7-0 6-0.8 5-8-12 2-9-4 Scale<1:67.0 5x10 MT20HS= 5x8 MT20HS= Dead Load Defl.=3116 in 5.00 12 3 l8 4 3x4 17 19 3x4 5 7x10 16 20 4x6 1 6 Bx8 7 6 l2 R2 9 15 14 21 13 2212 11 23 10 9 8 7x8 MT20HS= 7x8= 6x6= 5xB MT20HS= 6x6= 7x8 MT20HS= ex8= 7x8= 10-0-0 10-0-0 6.4-0 12-4-8 16-11-e 23-0-0 28-8-12 31-6-0 6-4-0 67-8 4-7-6 6-0-8 5-8-12 2-9-4 Plate Offsets(X Y)--19:0-2-8 0-4-121 .D-2-4 0-481 111 0-4 0 D-4-121 113:0-3-0 0 4-41 f 14:0-3-8 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.17 10-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.38 10-11 >974 240 MT20HS 187/143 BCLL 0.0" Rep Stress Incr NO WB 0.98 Horz(TL) 0.08 8 n/a nla BCDL 10.0 Code FBC2014/rP12007 Matrix-S Wind(LL) 0.34 10-11 >999 240 Weight:507 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 1-14 WEBS 2x4 SP No.3*Except" EV1,EV2:2x8 SP DSS,WCL2,WCR2,W9:2x4 SP No.2 REACTIONS. (Iblsize) 15=941710-8-0 (min.0-1-8),8=941710-8-0(min.0-1-8) Max Horz 15=216(LC 11) Max Uplift15=8484(1_C 12),8=8466(LC 12) Max Grav 1 5=1 101 8(LC 19),8=11007(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=980017688,2-16=9710/7708,2-17=-10334/8259,3-17=10238/8293,3-18=-9925/8135,4-18=992518135,4-19=10654/8629, 5-19=-1076018596,5-20=1191019440,6-20=-1198619409,6-7=-713915614,1-15-9350394,7-8=1059618325 BOT CHORD 1415=-2181464,14-21=6905/9042,13-21=-690519042,13-22=-7193/9444,12-22=7193/9444,11-12=-7193/9444,11-23=8500/10950, 10-23=8500/10950,9-10=5119/6544 WEBS 2-14=125511074,2-13=-405f710,3-13=2075/2716,3-11=791/1024,4-11=2872/3638,5-11=-180611472,5-10=-915/1087,1-14=-7905/10139, 6-10=4052/5256,6.9=-5071/3999,7-9=7822/10005 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 0-7-0 oc,2x8-2 rows staggered 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(-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=32ft;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Extedor(2)0-3-10 to 3-5-7,Intedor(1)3-5-7 to 12-4-8,Exterior(2)12-4-8 to 16-11-8.Intedor(1)21-4-15 to 31-2-6 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water.ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Bearing at joini(s)15;8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)except(Jt=lb)15=8484,8=8466. 11)Girder carries tie-in span(s):20-10-0 from 0-D-0 to 31-6-0 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-90,3-4=90,4-7=90,8-15=520(F=-500) CARL.G. FORBES FL LIC, NO:20699 555-S. POMPANO PKWY. PAAM, ANO BFAcH, FL.33069 (354)682-5661 Job Truss Truss Type City Ply CESPEDES RES. -EXTEND PAVILLIO 171222 HJ9 Diagonal Hip Girder 3 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:52 2017 Page 1 I D:UOc_Bz73hpahKHg 13d a3d4lDyON-cfi8Lg3dRrOFKM7N)L-@(04ng3RyPS3A7nOg857yOEyL -2-9 15 10-0-0 7-0-0 11.8-2 f12-1-$ r 2-9 15 F 7-0-0 4.8-2 0-5.8 . 1.5x4 11 Scale=1:29.3 5 6 1 3.54 F12 3x 4 3x4 1 3 W6 3x4 s 9 2 Bi d• sd' 12 13 8 14 s sa• e' 3x4 6x6= 2X4 It 6x6= = 7 10-0-0 10-0.0 12-1-9 2 p0.o 11-7-15 11 -2 -2-0 4.7-15 3 Plate Offsets(X Y) 12'0-3.3 0-3-151 12'Edge 0-211 f1'0-3.0 0-4-41 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 .TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.06 7-8 >999 240 BCLL - 0.0' Rep Stress Incr NO WB 0.74 Horz(TL) . 0.02 7 n1a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-S Weight:75 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing be installed during truss W6:2x6 SP No.2 erection in accordance with Stabilizer Installation Quide. SLIDER Left 2x4 SP No.3 3-4-13 REACTIONS, (lb/size) 2=91310-5-4(min.0-1-6),7=101210-10-9(min.0-1-81 Max Horz2=432(LC 8) Max Uplift2=622(1_C 8),7=894(LC 8) Max.Grav2=1130(LC 28),7=1165(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=1503/872,3-9=1393/858,3-10=1359/857,4-10=13051796 BOT CHORD 2-12=93BI1350,12-13=93811350,8-13=93811350,8-14=93811350,7-14=93811350 WEBS 5.7=350/367,4-8=17/353.4-7=1510/1050 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.11;Exp C;Part.Encl.,GCpi=0.55; 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 chord live load nonconourrenl 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=622,7=894. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)252 to down and 211 tb up at 1415,252Ib down and 211 lb up at 1-4-15 ,131 lb down and 157 Ito up at 4-2-15,131 lb down and 157lb up at 4-2-15,184 to down and 238lb up at 7-0-14,184 lb down and 238lb up at 7-0-14,and 257 to down and 3381b up at 910-13,and 257 lb down and 338lb up at 9-10-13 on top chord,and at 1-4-15, at 1-4-15,18lb down at 4-2-15,18lb down at 4-2-15,52lb down and 271b up at 7-0-14,52 Ib down and 27 Ib up at 7-0-14,and 93lb down and 71 lb up at 9-10-13,and 93lb down and 71 lb up at 9-10-13 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 6)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=90,2-7=20 Concentrated Loads(Ib) Vert:8=3B(F=19,8=19)4=-50(F=25,13=25)9=14l(F=70,8=70)1 1=245(F=123,B=-123)13=2(1`=1,B=1)14=155(F=-77,B=77) CARS.G. FORBES FL UC.NO:20699 555 S.,POMPANO Pf4WY- P.AMPA NO BEACH, FL.33069 (954)682-46661 Job Truss Truss Type city PlyLJgb PEDES RES. —EXTEND PAVILLIO 171222 11 Corner Jack 6 ence(options Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep115 2017 Print:8.130 s Sep 25 2 1 iTek Industries,Inc.Tue Oct 2410:27:52 2017 Page 1 ID:UOc_Bz73hpahKHq 13d a3cM4-gN-cfiBLg3dRroFKM7NX_IxL4nsIR2fSEm?nOq B5?yOEyL -2.0-0 1-0-0 _-- 1 ' 2-0-0 1-0-0 •Scale=1:9.0 3 � r 5.00 12 2 T1 1 i 1 Q° 4 10-0_0 10-0-0 6x6= 10-8-9 0-2-4 1-0-0 0-2-4 0-9-12 Plate Offsets -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 0,51 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.00 2 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 nla nla o .BCDL 10.0 Code FBC20141TP12007 Matrix-P Wind(LL) 0.00 2 ""' 240 Weight:7lb FT-20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 3=-84IMechanical,2=36310-3-8(min.0-1-8),4=10/Mechanical Max Horz3=92(LC 1),2=191(LC 12) Max Upl1ft3=-84(LC 1),2=-355(LC 12) Max Grav3=99(LC 12),2=363(LC 1),4=19(LC 3) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(Ib)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.ll;Exp C;Part.Encl.,GCpi=0.55;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 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 100 lb uplift at joint(s)3 except ahb)2=355. 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 CARS.G. FORBES FL LIC.NO'20699 556 S. POMPANO PK11WY' PAMPANO BEACH, FL. 33069 (954)692-6651 Job Truss Truss Type. Oty Ply CESPEDES RES. -EXTEND PAVILLICI 171222 J3 Corner Jack 6 1 Custom Truss,Delray Beach,FL 33444 Job Reference o tional 10-0-0 Run:8.130 s Sep 25 2017 Print 8.130 s Sep 25 20 hbh6TMk Industries,Inc.Tue Oct 2410:27:52 2017 Pagel ID:UOc—Bz73fipahKHgl3da3dfyQ &88Lg3dRoFKM7NX IxL4ns9R1BSEm?nOgB5?yOEyL 1 -2.0-0 3-0-0 2.0-0 1 3-0-0 Scale=1:13.5 4 5.00 12 3x4 3 7 0 rn 2 Tt o W1 6 131 1 � Q 5 Q Q. 10-M II 10-0-0 11-6-9 0-2-4 3-0-0 1 b•22 2-9-12 Plate Offsets(X Y1— f2.0-3-8 Edgel ' LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 2-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Ved(TL) -0.01 2-5 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 nla n/a _BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Wind(LL) 0.00 2 "" 240 Weight:15lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP.No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j SLIDER Leff 2x4 SP No.31-7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 4=711Mechanical,2=403/0-3-8 (min.0-1-8),5=29IMechanical erection in accordance with Stabilizer Installation guide. Max Horz 2=203(LC 12) Max Uplift4=-105(LC 9),2=310(LC 12) Max Grav4=110(LC 17),2=403(LC 1),5=59(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Extedor(2)-2-0-0 to 1-0-0, Intenor(1)1-0-0 to 2-11-4 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chard 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 100 lb uplift at joint(s)except Qt=1b)4=105,2=310. 6)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 L IC. NO, 20699 555 S.POMPANO PKWY.. PA[498=ANO BEACH, FL.. 33069 (354�682.6651 I [171222 Truss Truss Type Qa Ply CESPEDES RES. -EXTEND PAVILLIO J5 CORNER JACK 6 1 Jab Reference o tional Custom Truss,Delray Beach,FL 33444 10-0-0 Run:8.130 s Sep D:UOc 18z 3hpahKHg13da3dfyQyON rr 03FCMyWi 5hGAKdustries,Inc.Tue Oct 2CrHHBh 904Z dRyOEyK -2-0-0 2-0-0 i 5-0.0 2-0-0 2-0-0 3-0.0 Scale=1:18.0 4 5.00 12 3x4 9 3 0 � N 12 T1 N 2 1 Bl 5 10-0-0 10-0-0 3x8 II 12-4-9 2 5-0-0 2- 4-9-12 Plate Offsets(X Y)—f2'0 3-8 Edgel — LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC U5 Vert(LL) 0.06 5-10 >989 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.07 5-10 >803 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 4 n1a nla BCDL 10.0 Code FBC2014fFP12007 Matrix-MP Weight:22lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.3.2-2-4 MiTek recommends that Stabilizers and required cross bracing be installed dur ng truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=152IMechanical,2=52310-3-8(min.0-1-8),5=481Mechanicaf Max Horz 2=287(LC 12) Max Uplifl4=170(1_C 12),2=-364(LC 12),5=10(1_C 9) Max Grav4=192(LC 17),2=523(LC 1),5=80(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.' TOP CHORD 2-12=490/224,3-12=4871265 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=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0, Interior(1)1-0-0 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 fora 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 100Ib uplift at joinl(s)5 except Ot=lb)4=170,2=364. 6)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 PFcWY. PAMPA140 BEACH, FL. 13 SO Job Truss Truss Type Qry Ply CESPEDES RES. -EXTEND PAVILLIO 171222 J7 Corner'Jack 6 1 Custom Truss,Delray Beach,FL 33444 Job Reference o tional Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:53 2017 Page 1 10-0-o ID:UOc_8z73hpahKHgl3da3dfyQyQNA�3FC9w6yWiZ5hGAtlK?srGZBgB904ZIdRyQEyK 2 0 0 2-0-0 f 7-0-0 ' 2-0-0 ' 2-0.0 5-0-0 Scale=1:22.5 4 Dead Load Defl.=3/16 in 5.00 F12 6 0 4x6 i rn r; 3x4 3 1 c' m 7 2 1 W2 1 � 6 6• o• 1.5x4 II 3�-a-0 50-0-0 13-2-9 0Q-2-�t 7-0-0 i -2-4 6-9-12 Plate Offsets X Y)— (2:0-4-3 Edgel f2.1-3-14 0-1-81 (3.0-1-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.12 5-6 >672 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Verl(TL) -0.30 5-6 >275 240 BCLL 0.0' Rep Stress Incr YES WB 0.12 Horz(TL) 0.05 4 nla nla BCDL 10.0 Code FBC2014/rP12007 Matrix-P Wind(LL) 0.29 5-6 .>289 240 Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss SLIDER Left 2x4 SP No.3 2-0-6 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=250/Mechanical,2=588/0-3-8 (min.0.1-8),5=1061Mechanical Max Horz 2=364(LC 12) Max Upliff4=255(1_C 12),2=-385(LC 12),5=42(1_C 12) Max Grav4=296(LC 17),2=588(LC 1),5=124(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-366/155,3-7=351/171 WEBS 3-6=252I390 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;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0, Intedor(1)1-0-0 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 100 lb uplift at joint(s)5 except Gt=lb)4=255,2=385. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard d .1 CARL.G. FORBES FL LIC. NO: 20699 555 S. POMPANO{PKW'Y. PAMPANO BEACH, FL. 33069 (354) 682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V1 GABLE 1 1 Jab Reference(optional) Cuslom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:54 2017 Page 1 12-6-1 ID:UOc_Bz73hpahKHgl3da3dtyQyQN-Y2qumM4tzT2zagHmeOnPQVsF?FIUw6AIEkJIAtyQEyJ 16-6-0 I 20-6-0 16-6-0 a-o-o Scale=1:33.0 3x6 11 1.5x4 It 3x4= 1.5x4 II 1.5x4 II 5.00 12 = 1 2 16 3 4 17 5 6 18 7 4x4 C; T2 0 $T i T T T T 8 i �I 15 14 13 12 11 10 g 3x4 3x6 II 1.5x4 11 1.5x4 II 3x4= 1.5x4 11 1.5x4 II 12-6-1 20-6-0 20-6-0 LOADING(psf) SPACING- 2-0-0 CSI, DEFL, in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a nla 999 BCLL 0.0" Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-S Weight:68lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-6-0. (Ib)- Max Horz 1=-133(LC 12) Max Uplift All uplift 100 lb or less at joints)15 except 1=187(LC 18),8=139(1_C 12),9=-233(LC 9),10=411(1_C 9),12=380(LC 8), 13=384(LC 8),14=41'I(LC 6) Max Grav All reactions 2501b or less at joints)1,8 except 9=423(LC 18),10=488(LC 17),12=457(LC 18),13=477(LC 17),14=511(LC 18) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. WEBS 7-9=-331/328,610=412/444,5-12=376/411,3-13=396/416,2-14=-420/448 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=24ft;eave=4ft;Cal.II;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0, Interior(1)3-0-0 to 16-6-0,Extedor(2)16-6-0 to 19-9-4 zone;cantilever left and right exposed;GC for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 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 6t between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)15 except Qt=lb)1=187,8=139,9=233,10=411,12=380, 13=384,14=411. 8)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 PKWYJ PAMPANO BEACH FL. 83069 (9544�682-6661 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V2 GABLE 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:54 2017.Page 1 10-0-1 ID:UOc_Bz73hpahKHg13da3dfyQyQN-Y2qumM4tzT2zagHmeOnPQVsFcFiPw641EkJIAtyQEyJ �. 16.6.0 I 24-6-0 16.6-0 6-0-0 Scale=1:39.5 3x4= 4x4= 1 18 3 4 5 1 6 20 7 5.00 12 21 V T T T T 2 8 v T 9 17 16 15 14 13 12 11 10 3x4 30= 10.0-1 24-6-0 24-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Piale Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) nla n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 16 n/a. n/a BCDL 10.0 Code FBC20141TP12007 Matrix-S Weight:95lb FT=20% -LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verficals. BOT CHORD 2x4 SP No.2 BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 I erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-6-0. (lb)- Max Horz 1=294(1_C 12) Max Uplift All uplift 100 lb or less at joinl(s)17 except 16=345(LC 8),1=122(LC 18),9=108(LC 12),15=389(LC 8),10=-387(LC 12), 11=188(LC 9).12=375(1_C 9).14=391(LC 6) Max Grav All reactions 2501b or less at joint(s)1,9 except 16=417(LC 18),15=482(LC 18),10=535(LC 18),11=402(LC 18),12=486(LC 17). 14=471(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=341/375,1-2=1841332,2-18=1871331,3-18=187/331,3-4=187/331,4-5=1871331,5-19=-1871331,6-19=187/331,6-20=187/330, 7-20=1871330;7-21=1661302,8-21=1921280 WEBS 3-15=401/422,8-10=-444/469,7-11=324/258,6-12=409/405,5.14=389/424 NOTES. 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=25ft;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C•C Extedar(2)0-0.0 to 3-0-0,Intedor(1)3-0-0 to 16-6-0,Exterior(2)16-6-0 to 19-6-0 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 2)Provide adequate drainage to prevent water ponding. 3)All plales are 1.5x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(jt=lb)16=345,1=122,9=108,15=389,10=387, 11=188,12=375,14=391. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL tG. FORBES FL L.1C.NO:20659 555 S.POMPANO Pf4VM1JWY_ PAAMPANO BEACH, FL. 31069 [9s4}6#32.�651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V3 GABLE 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Pr nt:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:55 2017 Page 1 7-6-1 ID:UOc_8z73hpahKHgl3da3dfyQyQN-OEOHzi5VkmAgBgsyC6leyjPQ4flvfYfST02dJyQEyI 1--_ 18_6.0 28-6-0 16-6-0 12-0-0 Scale=1:45.9 3x4= = 1 2 2 3 4 5 6 21 22 7 4X4 5.00 Ll2 23 8 2 0 V T T T T o N T 9 24 T 10 3x4 19 18 17 16 15 14 13 25 12 11 3x4= 7-6-1 28-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Verl(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a Na 999 BCLL 0.0" Rep Stress Incr YES WB 0.18 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBQW41712007 Matrix-S Weight:124lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation quide REACTIONS. All bearings 28-6-0. (lb)- Max Harz 1=454(1_C 12) Max Uplift All uplift 100,lb or less at joint(s)except 18=319{LC 8),1=-120(LC 18),10=118(LG 12),19=113(LC 16),17=359(LC 8), 16=352(LC 8),15=-320(LC 8),13=104(LC 9),12=371(LC 12),11=-366(LC 12) Max Grav All reactions 250lb or less at joint(s)1,10 except 18=536(LC 18),17=594(LC 17),16=574(LC 18),15=623(LC 17),13=504(1_0 18), 12=537(LC 18),11=520(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=341/370,1-2=285/489,2-20=287/490,3-20=287/490,3-4=-287/490,4-5=287/490,5-6=2871490,6-21=-287/490,21-22=-287/490, 7-22=2871490,7-23=-270/468,8-23=295/447,8-9=179/293 WEBS 3-17=394/391,5-16=375/384,6-15=422/399,7-13=319/189,8-12=-446/453,9-11=-431/440 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=29ft;eave=411;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Extefior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-6-0,Exterior(2)16-6-0 to 19-6-0 zone;cantilever left and fight 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 1.5x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load noncorfcurrent 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=I O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 319lb uplift at joint 18,120lb uplift at joint 1,118lb uplift at joint 10,113lb uplift at joint 19,359 lb uplift at joint 17,352 lb uplift at joint 16,320 lb uplift at joint 15,104 lb uplift at joint 13,371 lb uplift at joint 12 and 366 Ib uplift at joint 11. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARS, G,FORBFS FL UC. O* 20699. 555 S.POMPANO PKWY. PAMPANO BEACH, FL. 33069 (964)652-6651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V4 GABLE 1 1 Job Relerence o bona Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print 8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:56 2017 Page 1 5.0-1 - ID:UOc 8z73hpahKHg13da3dfyQyQN-UQyfA267U41hp_RBmpptVwyZN2N?Oycbl2oPEmyQEyH 1. 16-6-0 32-6-0 16-6-0 16-0-0 . Scale=1:53.1 3x4= 1 2 4x4=. 5.00 12 3 4 5 6 24 � 25 8 3x4 9 \�1 10 0 T 4 M: . 8:�� 4 11 12 .2221 20 19 18 17 16 15 26 14 13 3x4 3x4= 5x5= - 5-0-1 F— 32-6-0 Plate Offsets(X,Y)— 115.0-2-8,0-3-01 32-6-0 -LOADING(psQ SPACING. 240 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Ved(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0" Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 12 nla n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. . All bearings32-6-0. (lb)- Max Horz 1=615(1_C 12). Max Uplift All uplift 100 lb or less at joint(s)16 except 21=287(LC 8).1=-111(LC 18),22=115(LC 16),20=-341(LC 8).19=-328(LC 8), 17=316(LC 8),15=378(LC 12),14=352(LC 12),13`-370(LC 12),12=111(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,12 except 21=527(LC 18),20=596(LC 17),19=575(LC 18),17=620(LC 17),16=512(LC 17), 15=658(LC 18),14=520(LC 18),13=536(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-3301360,1-2=386/655,2-23=388/655,3-23=-388/655,3-4=388/655,4-5=388/655,5-6=-388/655,6.24=-3871654,7-24=-388/654, 7-25=376/645,B-25=401/624,8-9=229/453,9-10=271/440,10-11=1631283 WEBS 3-20=3961375,5.19=3741360,6-17=422/401,7-16=3211125,8-15=4611466,10-14=434/386,11-13=-4451457 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.0psf;h=25ft;B=45ft;L=33ft;eave=oft;Cat.11;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-3-0,Interior(1)3-3-0 to 16-6-0,Exterior(2)16-6-0 to 19-9-0 zone;cantilever left and Po right exposed;GC for members and 9 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 1.5z4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 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=IO.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s)16 except Qt=lb)21=287,1=1 11,22=115,20=341,19=328, 17=316,15=378,14=352,13=370,12=111. - 8)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard OAR G. FORBES FL LIC.NO:20699 555 S. POMPANO PFSlr4 Y. PAMPANO BEACH, FL.. 33069 (954�682.6651 Job Truss Truss Type Qty Ply CESPEDES RES, -EXTEND PAVILLIO 171222 V5 Valley 1 1 Job Reference o tional Custom Truss,Delray Beach,Fl.33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:56 2017 Page 1 13-10-9 a 1 e ID:UOc 8z73hpahKHg13da3df QyON-UQyR267U41hp RBmpplVwyYP2DID11bi2oPEmyQEyH Scale=1:12.3 2 1.5x4 III 5.0D 12 T EV2 1 , 61 3 13-10-9 2x4 1.5x4 II I LOADING(psf) SPACING- 2-0.0 CS]. DEFL. in (Icc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LQ n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code%C2014/TP12007 Matrix-P Weight:13Ib FT=201/6 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc pudins,except end verticals. BOT.CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss REACTIONS. (lb/size) 1=179/4.1-8(min.0-1-8),3=179/4-1-8(min.0•1-8) erection in accordance with Stabilizer Installation guide. Max Hoa 1=131(LC 12) Max Upliftl=gl(LC 12),3=145(LC 12) Max Grav1=189(LC 17),3=203(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1921280. 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=4ff;Cal.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and GC Exledor(2)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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift at joint(s)1 except(jt=lb)3=145. 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.FORBES FL I. C� CVO:20699 555 S. POMPANO PKWY. PAMPANO BrEACH, FL. 81069 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V6 Valley 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:56 2017 Page 1 13-0-9 ID:UOc_8z73hpahKHgl3da3dNQyQN-UQyfA267U41hp_R8mpptVwyZA2Nb07sbt2oPEmyQEyH 8-1-8 818 1 Scale=1:23.0 1.5x4 II 3 5.00 12 1.5x4 11 T 2 EV 6 ST1 tUj 2x4 5 4 13-0-9 1.5x4 II 1.5x4 II I LOADING(psf) SPACING. 2-0-0 CSI. DEFL, in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0` Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:30lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=133/8-1-8 (min.0-1-8),4=16518-1-8 (min.0.1-8),5=500/8-1-8(min.0-1-8) Max Horz 1=292(LC 12) Max Uplift4=134(LC 12),5=-405(LC 12) Max Gravl=133(LC 1),4=187(LC 17),5=568(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=377/212,2-6=-361/216 WEBS 2-5=-509/624 NOTES- 1)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;8=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Extedor(2)0-8-12 to 3-8-12 Interior(l)3-8-12 to 7-11-12 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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provido mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)4=134,5=405. 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. FORBES FL UC. NO: 20699 555 S. POMPANO PFCWY. PAMPANO BEACH, FL.. 330691 (964)682-6651 Job Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO 171222 V7 Valley 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:B.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:57 2017 Page 1 12-2-9 - ID:UOc_8z73hpahKHg13da3dtyQyQN-ycW1006mFOQYR70KKXK628UI3Sk 7SilxiXymCyQEyG 12-1-8 12-1-8 1.5x4 If Scale=1:32.9 4 5.00 12 1.5x4 II 9 3 T 1.5x4 II 8 2 T T 0 In on U ' 1 3x4 i�' 7 6 5 12-2-9 1.5x4 II 1.5x4 II 1.5x4 11 I LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.2B Vert(LL) nla nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a nla 999 BCLL 0.0` Rep-Stress Incr YES WB 0.15 Horz(TL) 0.00 5 nla nla BCDL 10.0 Code FBC2014ITP12007 Matrix-S Weight:49Ib FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during buss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-1-8. (lb)- Max Horz 1=452(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 5=143(LC 12),6=379(LC 12),7=362(LC 12) Max Grav All reactions 250 lb or less at joinl(s)1,5 except 6=533(LC 17),7=507(LC 17) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 1-8=484/279,2-8=465/303,2-3=317/187 WEBS 3-6=457A95,2-7=421/461 NOTES- 1)Wind:ASCE 7-10;Vul1=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Extedor(2)0-8-12 to 3-8-12 Interior(l)3.8-12 to 11-11-12 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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4)`This truss has been designed fora live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-H wide will fit between the bottom chard and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1431b uplift at joint 5,379lb uplift at joint 6 and 3621b uplift at joint 7. 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.FORBES F'L.LIC.NO 20699 556 S. POMPANO PF4W'Y. pAMPA NO BEACH, FL.33069 (954)682-5651 E22 Truss Truss Type Qty Ply CESPEDES RES. -EXTEND PAVILLIO V8 Valley 1 1 Jab Reference(optional) Custom T:uss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:57 2017 Page 1 11-4-9 ID:UOc-8z73hpahKHgl 3da3dfyQyQN-ycW1006mFOQYR70KKXK628UICSj47RwlxiXymCyQEyG I 16-1-8 _ 16.1-8 3x4-5.00 12 6 Scale=1:40.0 5 13 4 3 T T 12 2. T T 1 3x4 i 11 10 9 14 8 7 3x4= 11-4-9 16-1-8 16-1-8 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Veq(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:71 lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16.1-8. (lb)- Max Horz 1=613(LC 12) Max Uplift All uplift 100lb or less at joints)except 7=143(1_C 12).8=383(1_C 12),9=349(LC 12).11=-370(LC 12) Max Grav All reactions 250 lb or less at joints)7,1 except 8=664(LC 17),9=499(LC 17),11=515(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-648/379,2-12=-629/403,2-3=475/290,3-4=-307/182 WEBS 4-8=453/475,3-9=412/382,2-11=426/449 NOTES. 1)Wind:ASCE 7-10;Vu11=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Part.Encl.,GCpi=0.55;MWFRS(directional)and C-C Exterior(2)0-8-12 to 3-8-12 ,Interior(1)3-8-12 to 15-11-12 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)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 lb uplift at joint 7,383 lb uplift at joint 8,349 lb uplift at joint 9 and 370 lb uplift at joint 11. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard CARS»G. FO RBlES FL LTC. NO:20699 555 S. POMPANO PKVVY.. PAMPANO BEACH, FL.33069 (354)682-6651 Job Truss Truss Type City Ply CESPEDES RES. -EXTEND PAVILLIO 171t22 ` ' V9 Valley 1 1 Job Reference(optional) Custom Truss,Delray Beach,FL 33444 Run:8.130 s Sep 25 2017 Print:8.130 s Sep 25 2017 MiTek Industries,Inc.Tue Oct 2410:27:58 2017 Page 1 10 s 1 ID:UOc_8z73hpahKHg13da3dfy0y0N-Op4Pbk700hYP3HbXlErLaLlxgs27stNu9MHWJeyOEyF , 19-1-8 — 19-1-8 5.00 F12 7 Scale=1:45.5 3x4 15 6 5 4 3T T T 14 2ST T Kxxxxxxx 3x4 13 12 11 10 9 8 3x4= 10-9-1 19-1-8 19.1.8 LOADING(psl) SPACING- 2-0.0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Verl(LL) nla n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0- Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 8 n/a nla BCDL 10.0 Code FBC2014/rP12007 Matrix-S Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-8 OTHERS 2x4 SP No.3 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. All bearings 19.1-8. (lb)- Max Horz 1=734(LC 12) Max Uplift All uplift 100lb or less at joint(s)1 except 8=142(LC 12),9=-384(LC 12),10=346(1_C 12),11=368(LC 12),13=-318(LC 12) Max Grav All reactions 250 lb or less at joint(s)8,1 except 9=677(LC 17),10=545(LC 17),1 1=507(LC 17),13=448(LC 17) FORCES. (Ib)r Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=796/492,2-1 4=-6 5113 5 9,3-14=6401401,34=4721287,4-5=3061157,5-6=-2831181 WEBS 6-9=454/471,4-10=4091379,311=4331403,2-13=3711406 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Part.Encl.,GCpi=0.55; MWFRS(directional)and C-C Exledor(2)0-8-12 to 3-8-12,Intedor(1)3-8-12 to 18-11-12 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)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 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 fall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb)8=142,9=384,10=348,11=368,13=318. 7)Warring:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard CARL C. FORBES FL LIC.NO:20699 555 S. POMPANO PF£WY. PA,MPANO BEACH, FL. 33089