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HomeMy WebLinkAboutaproved revision WS 36 - truss cutDR�SS � COMPANY, INC. Re: T108-86959: ASPIRE AT Dade Truss Company, Inc, 6401 NW 74th Avenue Miami, FL 33166 Tel: (306) 592-8245 Fax: (305) 477-8092 Site Information: Project Customer K HOVNANIAN HOMES Job Name ASPIRE AT WATERSTONE Lot/Block: Model, Ashmere Site Name - Site Address- 5129 ARMIRA P_ St. Zip FT PIERCE General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020ITP12014 Design Program: 8.42 Feb 10 2021 Roof Load: 0.0 psf Floor Load: NIA Wind Code: Wind Speed: 165 mph This package includes 39 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Date Truss 10# sea¢ 1 08a3r21 CJ1 A0237303 2 OSM/21 CJ3 A0237304 3 082321 CJS A0237305 4 0823121 EJ2 A0237306 5 082321 EJ5 A023730i 6 O8n3n1 EJ7 A0237308 7 08232i HJ2 A0237309 B 08232i HA A0237310 9 08232i HJ7 A0237311 10 082321 TD1 A0237312 11 082321 T02 A0237313 12 0823/21 T03 A0237314 13 O8n3r21 T04 A0237315 14 0812321 TOS A0237316 15 OBJ2321 T06 A0237317 16 092321 T07 A0237318 17 OB23r21 T08 A0237319 18 082321 T08 A0237320 19 08n3121 T10 A0237321 20 082321 T11 A0237322 21 OBn3n1 T11A A0237323 22 OEn321 T12 A0237324 23 GOMM T13 A0237325 24 08n321 T14 A0237326 25 082321 T15 A0237327 26 08n3n1 T16 A0237328 No Date Truss ID# seal# 27 OB123/21 T17 A0237329 28 08/2321 "18 A0237330 29 OB2321 Tie A0237331 30 082321 -20 A0237332 31 082321 T21 A0237333 32 0812321 Vol A0237334 33 082321 V02 A0237336 34 OBr2321 V03 A0237336 35 082321 VO4 A0237337 36 082321 V05 A0237338 37 0923n1 V06 A0237339 38 082321 V07 A0237340 39 082321 V08 A0237341 Digitally signed bado D: =US, t=Florida, I=Mdorm,Salvador o=Components Management Systems Inc, ou=President, J u ra d o Date:2021 08 41030::18-04'00' The truss drawing(s) referenced above have been prepared using MiTek Industries, Inc. engineering software under my direct supervision based on the provided by Dade Truss Company, Inc. of Miami, FL. COMPONENTS MANAGEMENT SYSTEMS INC. CERTIFICATE OF AUTHORIZATION # 30680 6401 NW 74 AVENUE MIAMI, FL 33166 305-592-8245 SALVADOR A. JURADO P.E, FLORIDA REGISTRATION # 19939 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown per ANSI/TPI 1-2014 Section 2. V� MULHERN+KULP 5 r R O C TV R AE ENGINE ERING SUBMITTAL* ■1 02 03 04 ■ NO EXCEPTIONS TAKEN 13REVISE AND RESUBMIT ❑ APPROVED AS NOTED 13REJECTED - RESUBMIT ❑ REVIEWED ONLY O NOT REVIEWED 13 RESUBMIT FOR RECORD 13TYPICAL - U.N.O. 0 FOR RECORD 0 Shop drawing review is for general conformance with plans, specifications and the design concept of the Project as expressed in the Contract Documents. The corrections or comments made on submittals shall not relieve the Contractor from any obligation contained in the Contract Documents. Review and approval is not for the purpose of determining the completeness, accuracy or correctness of dimensions, quantities or other details. Approval assumes no responsibility whatsoever for the correctness, nor does it imply authorization of additional work. The Structural Engineer's review shall not constitute approval of any fabrication or construction means, methods, techniques, or sequences; or any safety precautions or procedures. REVIEWED BY: BC 068-19027 M+K PROJECT #: 13 DATE: 08-30-2021 .t,7lJ!lfpA9e� n A. V y ai J I ATE (IF w rs Nama •'c;F:;:ii: Date SALVADOR JURADO P.E STATE OF FLORIDA REG NO.119939 - 6401 NN V 74 AVE. MIAMI FL. 33166 Job Truss 34295-1-2-3 CJ 1 Plate Offsets (X,Y)-- [2:0-1-1 4,0-0-10j Truss Type Qty Ply A0237303 JACK TR @ 45 30 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MITek Industries, Inc. Mon Aug 23 16:14:25 2021 Page 1 I D:4GhaGgypKgFg B4NG MOMvhtygz2T-KsrnMcclOw P9Pred 5SI f TM3b9 NEJ zsHXBCH x1R RykwnS -1-0-0 1-0-0 1-0-0 1-0-0 2x4 = NOP2X STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(ILL) -0.00 2 >999 240 �CDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Wa n/a BCOL 100 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceding direct y applied or 10-0 0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erect!on, in accordance w th Stabilizer Installation guide REACTIONS. fb/s-ze) 3 -8/Mechanical 2 = 125/0-8-0 4 = 9/Mechanical Max Horz 2 = 40(LC 12) Max Uplift 3 -8(LC 1) 2 = -97(LC 12) Max Grav 3 18(LC 12) 2 = 125(LC 1) 4 = 18(LC 3) FORCES. (lb) Max. Comp.?Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8i 1) Wind: ASCE 7-16; Vult=165mph;3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B 45ft; L=28ft; save=4ft, Cat II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2'. Building Designer / Project eng neer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord I ve 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 a I areas where a rectangle 3.6.0 tall by 2-0-0 w de will I d between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb upl ft at joint 3 and 97 Ito uplift at joint 2. 8) 'This manufactured product is des'gned as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Scale = 1:6.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34295-1-2-3 CJ3 JACK TR @ 45 24 1 A0237304 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:28 2021 Page 1 If)•4GhaGgypKgFgB4NGMoMvhfygz2T-IRRVEeLHDKXzi5Mg7QCA hDfvSJa3eGauFAXl1ykwnF -1-0-0 3-0-0 1-0-0 3-0-0 2x4 = NOP2X STP Plate Offsets (X,Y)-- [2:0-1-14,0 0 10] LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOI 1.25 TC 0.14 Vert(LL) 0.01 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 2-4 n999 180 BCLL 0.0 ' Rep Stress Incr YES WB O.CO HorziCT; -0.00 3 n-a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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. (Ib/size) 3 = 52/Mechanical 2 _ 18710-8-0 4 = 26/Mechanical Max Horz 2 = 71(LC 12) Max Uplift 3 = -32(LC 12) 2 = -142(LC 12) 4 = -28(LC 8) Max Grav 3 = 54(LC 17) 2 = 187(LC 1) 4 = 52(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 1) Wind: ASCE 7-16; VUIt=165mph (3-second LOAD CASE(S) gust) Vasd=128mph; TCDL=4.2psf; Standard BCDL=3.Opsf; h 15ft; B=451t; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and -C Exterior(2E)-1-0-0to 2-0-0 , Interior(1) 2-0-0 to 2-11-4 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer 1 Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 We load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand;ng 32 lb uplift at joint 3, 142 Ito uplift at joint 2 and 28 Ito uplift at joint 4. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Scale - 1:9 9 PLATES GRIP MT20 244+190 Weight: 11 Ito FT = 20% SALVADOR JURADO P.lE STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34295.1-2-3 CJ5 JACK TR @ 45 16 A0237305 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:31 2021 Page 1 I0:40haGgypKgFgB4NGMoMvhfygz2T-907etgN9WFvY7Z4FoZmtcKr4GfIRG_01 bCOBe4ykwnM .1-0.0 5-0-0 1-0-0 5 n a 2x4 = NOP2X STP= Plate Offsets (X,Y)-- (2:0-1-14,0-0-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.03 2.4 >999 240 TCDL TO Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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 _ 114/Mechanical 2 = 253/0-8.0 4 = 46/Mechanical Max Horz 2 = 103(LC 12) Max Uplift 3 -77(LC 12) 2 = -116(LC 12) Max Grav 3 114(LC 17) 2 = 253(LC 1) 4 = 92(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. (8) 1) Wind: ASCE 7-16; Vult=165mph (3-second LOAD CASE(S) gust) Vasd=128mph; TCDL=4.2psf; Standard BCDL=3.Opsf; h=1511; 8=450; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(K) -1-0-0 to 2.0.0 , Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 116 lb uplift at joint 2. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." PLATES MT20 Scale = 1:13.7 GRIP 244/190 Weight: 17 lb FT = 20% cal VAOnR JURADO P.E STATE OF FLORIDA REG NO. 19939.6401 NW 74 AVE. MIAMI FL. 33166 aty Ply Job Truss 34295-1-2-3 EJ2 Plate Offsets (X,Y)-- [2:0-1-14,0-0.101 Truss Type JACK TR Run: 8.420 s -1-0-0 1-0-0 M Job Reference (optional) A0237306 Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:33 2021 Page 11 I D:4GhaGgyp KgFg B4NGMoMvhfygz2T• 5P FOILOP2s9GosEcWoLhlwW MS2M kuVJ2W I IizykwnK 2-0-0 2-0-0 Scale: 1.5';1', 2x4 0 B- pPI 4 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 14510-8-0 4 = 19/Mechanical 3 = 36/Mechanical Max Horz 2 = 56(LC 12) Max Uplift 2 = -87(LC 12) 3 = -20(LC 9) Max Grav 2 145(LC 1) 4 = 38(LC 3) 3 - 38(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (10) 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone:C-C for members and forces t£ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof I ve load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 20 lb uplift at joint 3. PLATES GRIP MT20 2441190 Weight: 8 lb FT = 20% 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss 34295-1-2 3 EJ5 -1-0-0 1-0-0 Plate Offsets (X,Y)-- [2:0-1.14,0-0-101 Truss Type JACK TR Run: 8.420 s 0-8-0(0-1.8) Oty Ply A0237307 Job Reference (optional) Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industr es Inc Mon Aug 23 16:14:34 2021 Page 1 I D:4G" aGgypKgFgB4NGMoMvhtygz2T-ZbomVhP1 oAH7QopgUhJaEyTb WsHbTLITHAdrFPykwnJ 5-0-0 5-00 5 00 12 2 J R 2x4 7 NOP2X STP LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.10 2-4 >575 240 TCDL 7.0 Lumber DO- 1.25 BC 0.49 Vert(CT) 0.09 2-4 >628 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 100 Code FBC2020`P12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP ND.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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 _ 114r'Mechanical 2 = 253.0-8-0 4 = 4BiMechanical Max Horz 2 = 103(LC 12) Max Uplift 3 = 77(LC 12) 2 -180(LC 121 4 = -50(LC 8) Max Grav 3 114(LC 17) 2 = 253(F C 1% 4 = 92(LC 3) FORCES. (lb) Max. Comp./Max. Ten - A I forces 250 (lb) or less except when shown. NOTES- (8) LOAD CASE(S) 1) Wind: ASCE 7-16; Vult=165mph (3-second Standard gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45h; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0.0 to 2-0-0 Inierior(1) 2-0-0 to 4-11.4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL_1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 180 lb uplift at joint 2 and 50 lb uplift at joint 4. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Scale - 113 7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% SALVADOR JURADO fP.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34295-1-2-3 EJ7 JACK TR 35 1 A0237308 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:37 2021 Page 1 1D:4GhaGgypKgFgB4NGMoMvhfygz2T AUv7jSw55giHUYPgptHrb53F41PgiVvz8rVskykwnG -1-0-0 7-0-0 1-0-0 7-0-0 3x4 ;. NOP2X STP= Plate Offsets (X,Y)-- [2:0-0-13,Edge] LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.10 2-4 >773 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.18 2-4 >431 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 wa n..a BCDL 10.0 Code FBC2020ITi 12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6 0 0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 159/Mechanical 2 = 324/0-8-0 4 = 78/Mechanical Max Harz 2 = i 36(LC 12) Max Uplift 3 = -103(LC 12) 2 = -130(LC 12) Max Grav 3 = 159(LC 1) 2 = 324(LC 1) 4 = 121(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 11 Wind: ASCE 7-16; Vult-165mph (3 second LOAD CASE(S) gust) Vasd=128mph: TCDL=4.2psf; Standard BCDL=3.Opsf; h=15ft; B:-45ft; L=28ft; eave=oft; Cat. II; Fxp 8; Encl., GCpi=0.18: MWFRS directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 . Interior(1) 2-0.0 to 6-11-4 zone;C-C for members and forces & MWFRS for react ons shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer Project engineer responsible for verify ng applied roof live load shown covers rain loading requirements spec fic to the use of this truss component. 3) All plates are MT20 plates urness 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 130 lb uplift at joint 2. 8) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibi ity of the building designer per ANSI TPI 1 as referenced by the building code." Scale = 1.10.3 PLATES GRIP MT20 244190 Weight: 23lb FT = 2u% SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237309 34295-1-2-3 HJ2 CORNER JACK 3 1 Job Reference (option ) Run: 8.420 s Feb 10 2021 Print: 6.420 s Feb 10 2021 MiTek Ind isiries, In,-. Mon Aug 23 16:14:39 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvh"z2T-wZcfYPTAdiwPWnhnGEvlwOAW Ht4KBc?COSKcwdykwnE 2-9-3 1-5-0 2-9 3 2x4 0-11-5(0.1-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 2-4 >999 180 BCLI- 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n;a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight. 11 b FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. 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 = 10/Mechanical 2 = 19410-11-5 4 = 24/Mechanical Max Horz 2 = 55(LC 8) Max Uplift 3 = -46(LC 14) 2 = -161(LC 8) Max Grav 3 = 57(LC 24) 2 = 194(LC 1) 4 47(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (11) 1) Wind: ASCE 7-16; Vult=165mph (3 second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; 13=45ft; L=28ft; eave=4111; Cat. 11; Exp B; Encl., GCpi 0 18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng 46 lb uplift at joint 3 and 161 ib uplift at joint 2. 9) Hanger(s) or other connection dev:ce(s) shall be provided sufficient to support concentrated ioad(s) 71 lb down and 81 lb up at 1 4 15, and 71 lb down and 81 lb up at 1-4-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced:: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3 -54, 2.4=-20 Concentrated Loads (lb) Vert: 5=42(F=21, B=21) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job 34295-1-2-3 Truss Truss Type Oly Ply HJ5 CORNER JACK 4 1 A0237310 Job Reference (optional) Run: 8.420 s Feb 10 2021 Prinl: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:40 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhtMz2T-OlAlmkUo002G8xG.-qxo. TDIbAHKst3EL1649T3ykwnD -1-5-0 7-0-2 1-5-0 7-0-2 3x4 = 0-10-15(0-1-8) 3,54 F12 4 Sca e = 1 15.5 LOADING tpsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.16 2-4 >502 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 2-4 >470 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight 24lb FT = 20°'� LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling d-rectly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be insta'led during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size, 3 = 153;Mechanical 2 = 315;0-10-15 4 72/Mechanical Max Horz 2 103(LC 8) Max Upl.ft 3 = -105(LC 8) 2 -285(LC 8) 4 = -73(LC 8) Max Grav 3 153(LC 1) 2 = 315(LC 1) 4 = 118(LC 3) FORCES. fib) Max. Comp.?Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. (9) 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. Il; Exp B; Encl., GCpi=0,18: MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements spec fic to the use of this truss component. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3, 285 lb uplift at joint 2 and 73 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 85 lb up at 1-4-15, 72 lb down and 85 lb up at 1-4-15, and 72 lb down and 44 lb up at 4-2-15, and 72 lb down and 44 lb up at 4-2-15 on top chord, and 1 lb down at 1-4-15, 1 lb down at 1-4-15, and 18 lb down at 4-2-15, and 18lbdown at 4-2-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back fBl. 9) "Th s manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced}: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert. 5=44(F=22, B=22) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oly Ply 34295-1-2-3 HJ7 CORNER JACK 8 1_ -1-5 0 1 5-0 A0237311 Job Reference toptional) Run: 8,420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc Mon Aug 23 16-14:43 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMv1hfygz2T oKrAOmWhhxQr?P?YV4zh5sL45UHe4H. oL41p30ykwnA 4-0-0 9-10-1 4-0-0 5.10-1 Scale - 1:20.3 8x4 = 2X4 II 'sx4 = 5 1 -10-15(0-1.8) 4-0-0 9.0-0 4-0-0 5.0-0 LOADING fpsf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d TCLL 200 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.08 6-7 >999 240 TCDL 7.0 Lumber OOL 1.25 BC 0.75 Vert(CT) -0.17 6-7 >683 180 BCLL 0.0 ' Rep Stresslncr NO WB 0.58 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8.11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 4 _ 166/Mechanical 2 = 445/0-10-15 5 249/Mechanical Max Horz 2 = 135(LC 8) Max Uplift 4 _ -11O(LC 8) 2 = -237(LC 8) 5 -59(LC 8) Max Grav 4 = 166(LC 1) 2 445(LC 1) 5 = 265(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-926/276, 3-8=-874/275 BOT CHORD 2-10=-3571861, 7-10=-3571861, BOT CHORD 2-10=-357/861, 7-10=-357/861, 7-11=-357/861, 6-11=-357/861 WEBS 3-6=-882/365, 3-7=0/291 NOTES- (9) 1) Wind: ASCE 7-16; Vult=165mph {3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=45ft; L_28ft; eave=4tt Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 pst 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 237 lb uplift at joint 2 and 59 lb uplift at joint 5. 9-10-1 9-6.9 0-6-96-3 PLATES GRIP MT20 2441190 Weight: 42 lb FT = 2D% 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 85 lb up at 1-4-15. 72 lb down and 85 lb up at 1-4-15, 72 lb down and 44 lb up at 4-2-15, 72 lb down and 44 lb up at 4-2-15, and 101 lb down and 99 lb up at 7-0-14, and 101 lb down and 99 lb up at 7-0-14 on top chord, and 1 lb down at 1-4-15, 1 lb down at 1-4-15, 18lb down at 4-2-15, 18lb down at 4-2-15, and 38 lb down at 7-0.14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the buf ding designer per ANSI TPI 1 as referenced by the building code," LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert:8=44(F=22, B=22) 9=-75{F=-38, B=-38) 11 =-36(F=-1 8, B=-18) eat vanAR 3111RADG WE STAT;- OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34295-1-2-3 T01 HIP GIRDER TR 1 1 A0237312 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:46 2021 Page 1 ID:4GhaGgypKgFgB4NGMOMvhlygz2T•DvXJOou soOssk7BCXOiUzX2ilAHk5E12XUgiykwn7 7-0-0 11-8-0 18-8-0 1 1-0-0 7-0-0 4-8-0 7 0-0 1-0-0 Scale = 1;33-8 4me = U$ = NOP2X STP= 2x4 ;i 4x4 = 3%4 = NOP2X STP= 0-8AT& iZ3) 7-0-0 , 11-8-0 18-8-0 7-0-0 4-8-0 7-0-0 Plate Offsets (X,Y)-- [3:0-3-8,0-2-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) -0.09 7-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.18 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 n/a nla BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP 2250F 1.9E "Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1318/0-8-0 5 = 1341/0-8-0 Max Horz 2 = 80(LC 24) Max Uplift 2 = -494(LC 8) 5 = -511(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26031872, 3-10=-2372/881, 10-11=-2372/881,4-11=-2372/881, 4-5=-2660/914 BOT CHORD 2-9=-706/2316, 8-9=-706/2321, 7-8=-706/2321, 5.7=-744/2368 WEBS 3-9=-13/611, 4-7=0/601 WEBS 3-9=-13/611, 4-7=0/601 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TODL=4.2psf: BCDL=3.Opsf; h=15ft; 13=4511; L=28ft- eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w de will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2 and 511 lb uplift at joint 5. 0.8-wFa3) PLATES GRIP MT20 244/190 Weight: 76lb FT = 20% 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 122 lb up at 7-0-6, 113 lb down and 118 lb up at 9-0-12, and 113 lb down and 118 lb up at 9-7-4, and 243 lb down and 260 Ib up at 11-7-10 on top chord, and 290 lb down and 87 lb up at 7-0-0, 81 lb down at 9-0-12, and 81 lb down at 9-7-4, and 290 lb down and 87 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-105(F) 4=-195(F) 8=-115(F) 9=-278(F) 7=-278(F) 10=-105(F) 11=-105(F) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Tru95 Truss Type Oty Ply 34295-1-2-3 T02 COMMON TR 1 1 Job Reference (optional) A0237313 Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 PIJ21 MiTek Industries, Inc. Mon Aug 23 16:14:49 2421 Page 1 10AGhaGgypKg FgB4NGMoh4vhfygz2T-dUCRepbSGnA?lKSisK45K7bsyv,. xU 4L giC48H2ykwn4 -1-1�0-0� 5-11-10 �i9-40 12-8-6 18-8-0 19-8-0 1-0-0 5-11-10 3-4-6 3-4-6 5-11-10 1-0-0 f Scale = 1:33.7 4x4 = 5x8 - A50(0-1-8) 03A 1.8) 9-4-0 18-8-0 9-4-0 9 4-0 Plate Offsets (X,Y)-- [8:0-4-0,0-3-01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl l ; d TCLL 20.0 Plate Grip DOL 1 25 TC 0.37 Vert(LL) -0,13 2-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.27 2-8 >792 180 BCLL 0.0 ' Rep Stress, ncr YES W B 0,21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020+TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10.7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. MiTek recommends that Slab -.liters and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size; 2 = 738 0-8-0 6 _ 738.0 8-0 Max Horz 2 = 103(LC 10) Max Up;ift 2 = -285(LC 12) 6 = 285(LC 12) FORCES. (IN, Max. Comp.rMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1176-506, 9-10=-1136/510. 3.10= 1079.+519, 3.4=-9161411. 4-5-916/411, 5-11=-1079/519, 11-12=-11361510, 6-12=-11761506 BOT CHORD 2-8 400/1037, 6-8=-404/1037 WEBS 4-8=-2001546, 5-8=-302/248, WEBS 4-8=-200/546, 5-8=-302/248, 3-8=-302/248 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45h; L=28ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0A8; MWFRS (directional) and C-C Exterior(2E) -1-0.0 to 2-0-0 , Interior(1) 2-0-0 to 9-4.0, Exterior(2R) 9-4.0 to 13-6-15, Interior(1) 13-6-15 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 tail 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 285 lb uplift at joint 2 and 285 lb uplift at joint 6. PLATES GRIP MT20 244.190 Weight: 79 lb FT = 20% 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard ¢Ai wAnna -imAnn P.E STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34295-1-2-3 T03 COMMON TR 5 1 A0237314 Job Reference (optional) Run: 8.420 s Feb lei 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:51 2021 Page 1 1 D:4GhaGgypKg FgB4NGMoMvhtygz2T-asKC3VcioOQjydc5zl7ZQYgXSj?Py- kzBKEFMwykwn2 1-01-0 01 5 11-10 9-4-0 12-8-6 18-8 0 _ _ 19-8 1-0-0 5-11-10 3-4-6 3-4-6 5-1 1-10 1.0-0 Scale = 1:33.0 4xa �3 _ 5x8 = g 0,00(0-1-8) 03A(0-I-a) 9-4-0 18-8-0 9-4-0 9-4-0 Plate Offsets (X,Y)-- [8:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildef Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.13 2.8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.27 2-8 >792 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a Na BCDL 10.0 Code FBC2020/ TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10.7 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, 'n accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 738/0-8-0 6 = 738/0-8-0 Max Horz 2 = -103(LC 10) Max Uplift 2 -285(LC 12) 6 = -285(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1176/618, 3-9=-t 136/631, 3-10=-916/494, 4-10=-9051504, 4-11=-905/504, 5-11=-9161494, 5 12=-1136/631, 6-112=-1176/618 BOT CHORD 2-8=-483/1037, 6-8=-490/1037 WEBS 4-8-256r'546, 5-8— 302/279, WEBS 4-8=-256/546, 5-8— 302/279, 3-8=-302/279 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2-0-0 to 9-4-0, Exterior(2R) 9-4-0 to 12-4-0, Interior(1) 12-4-0 to 19-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 withstandng 285 lb uplift at joint 2 and 285 lb uplift at joint 6. PLATES GRIP MT20 244190 Weight: 79 lb FT = 20`�. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the build ng designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss -ype Oty Ply 34295-1-2-3 T04 COMMON TR 5 1 A0237315 Job Reference (optional) Rur: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. talon Aug 23 16:14:53 2021 Page i ID:4GhaGgypKgFgB4NGMoMvhfygz2T-WFSyUBeyKOhQCxmT5A9I VzIs0WhpPu9GedjLQpykwn0 5-11-10 9 4-0 12-8-6 18-8-0 19-8-0 5-11.10 3-4-6 3-4.6 5-11-10 1-0-0 Scale = 1:32,9 44 = 3x5 x NOgiorl 5x8 9-4-0 18-8-0 9-4-0 9-4-0 Plate Offsets (X,Y)-- [1:0-1-2,Edge], [7:0.4-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1-dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.13 1-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.28 1-7 >779 180 BCLL 0.0 ' Rep Stress incr YES WB 0.21 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No,2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 _ 663/0-8-0 5 = 74110.8-0 Max Horz t -102(LC 10) Max Uplift 1 - -215(LC 12) 5 = -288(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1190/641, 2-8=- 1136/65 1, 2-9=-924/511, 3-9=-914/521, 3-1 0=-913/512,4-10=-923/501, 4-11=-I 144/646, 5-11=-11841633 BOT CHORD 1.7= 497/1052, 5-7=-503/1044 WEBS 3-7=-273/555, 4-7=-302/278, WEBS 3-7=-273/555, 4-7=-302/278, 2-7=-312/286 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0.4-0 to 3-4-0, Interior(l) 3-4-0 to 9-4.0, Exterior(2R) 9-4-0 to 12.4-0, Interior(1) 12-4-0 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 215 lb uplift at joint 1 and 288 lb uplift at joint 5. PLATES MT20 NOP2X.r.r,,STP eA%(0-1-B) GRIP 244/190 Weight: 77 lb FT = 20% 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard MAI ►#AnreD 1e1DAnn O F STOTF nF FLORIDA REG NO. 19939 - 6401 NW 74 AVE, MIAMI FL.- 33166 Job Truss 34295-1-2-3 T05 > 7-0-0 f-0-0 7-0-0 4x6 = 5.04 12 Truss Type SPECIAL TR Run: 8.420 s Feb 10 2E21 Print 1100 16-8-0 4-0-0 5-8-0 2x4 3x8 = ally Ply A0237316 Job Reference (optional) 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:56 2021 Page 1 D:4GhaGgypKg FgB4NGMoMvhfygz2T-wg757Dgrdx3?3OV2mJik76NlHkidcA5iKby008ykwmz 23-4-0 25-8-0 29-0-6 �- 35-0-0 36-0 0 6 8 0 2-4-0 3-4-6 5 11-10 1-0-0 4x4 - 4x4 Scale ■ 1.65.1 r 17 NOP2X STP- 16 22 10-1-9 15 f14 13 12 11 NOP2X STP 0-8 Q t 8) 2x4 NOP2X 6P= NOP2X ST� _ = 0-8 Qj�1_81 3x8 2x4 3x6 7-0-0 11-0-0 16-8-0 23-4-0 25-8-0 29-0-6 7-0-0 4 0-0 5-8-0 6-8-0 2-4-0 3-4-6 Plate Offsets (X,Y)-- [3:0.3-8,0-2-0],[5:0-2-0,0-1-8],[1 5:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 C81. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.16 9-11 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.33 9-11 >654 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(CT} 0.01 9 n/a Na BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 15=5-0-0, 15=5-0-0. (lb) - Max Harz 2= 103(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-210(LC 8), 9=-274(LC 25), 15=-518(LC 8), 14=-375(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=51 O(LC 17), 9=650(LC 1), 15=1334(LC 17), 15=1309(LC 1), 14=1092(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-601/171, 3.17=-77/438, 4.17=-771438, 4-18=-77/438, Continued on page 2 TOP CHORD 2-3=-601/171, 3-17=-77/438, 4-17=-77/438, 4-18=-77/438, 18-19=-771438, 19-20=-77/438, 5-20� 77/438, 5-21 =-599/31 1, 6-21=-599/311, 6-7=-666/297, 7-8=-685/288, 8-9=-9541374 BOT CHORD 2-16=-1381481, 16-22=-138/486, 15-22=-138/486, 14-15=-422/179. 13-14=-4221179,12-13=-4221179, 11 -1 2=-1 83/619. 9-11=-260/835 WEBS 3-16=-29/577, 6-12=-431/172, 7-11=-167/405, 8-11=-312/186, 4-15=-5331349, 5-14=-951/412, 3-15=-1117/346, 5-12=-35411120 NOTES- (11) i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph ;3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=451t; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof'ive load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 35-0-0 5-11-10 PLATES GRIP MT20 244.190 Weight: 168 lb FT = 20% 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2, 274 Ib uplift at joint 9, 518 lb uplift at joint 15 and 375 lb uplift at joint 14. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 122 lb up at 7-0-6, 145 lb down and 118 lb up at 9-0-12, 145 Ib down and 118 lb up at 11-0-12, and 145 lb down and 118 Ib up at 13-0-12, and 145 lb down and 118 lb up at 15-0-12 on top chord, and 290 lb down and 87 lb up at 7-0-0, and 81 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237316 34295-1-2-3 T05 SPECIAL TR 1 1 Job Reference (optional) Run- 8.420 s Feb 10 2021 Print: 8 420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:56 2021 Page 2 I D:4G haGgypKg Fg B4NG MoMyhfygz2T-wg757 Dgrdx3?3OV2mJik7bN I HkjdcA5i Kby008ykwmz LOAD CASE(S) Standard 1', Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-6= 54, 6-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-105(F) 16=-278(F) 4= 105(F) 17=-105(17) 18=-105(F) 20-105(F) 22=-58(F) SALVADOR JURADO R.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34295-1-2-3 T06 HIP TR 1 1 A0237317 Job Reference (optional) Run: 8.420 s Feb 10 2021 Pr nt. 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:14:58 2021 Page i l�i.4GhaGgypKq Fg B4NGMoMvhtygz2T-sDFrXui59YJilie RtOCCOSb7XMC453?nvR640ykwmx 0.0 5-8-11 9-0-0 + 13-4-12 21-7-4 25-4-0 28-0-029-3-6 _ 35-0-0 38-0-0 0-0 5-8-11 3-3-5 4-4-12 8-2-8 3-8-12 018 0 3-3-6 5-8 11 1:-0-0 4x4 = 5.00 12 3x; = 17 i 13 d4 _ U4 = Scale: 3 16'=1 NOP2X STP= 14 13 12 11 NOP2X STP= 3x8 = 3x8 = 0-8-M Fes} 4x6 = 3x4 = 9 0-0 17-6-0 25-4-0 26-0-0 35-0-0 9-0-0 8-6-0 7 10 0 0=8!O 9-0 0 Plate Offsets (X,Y)-- [8:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.24 13 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.47 11-13 >881 180 BCLL 0.0 " Rep Stress Incr YES WB 0.49 Horz(CT) 0.14 9 Na n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-SH Weight: 164 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (lb/size) 2 _ 134210-8-0 9 = 1342/0-8-0 Max Horz 2 = -100(LC 10) Max Uplift 2 = .483(LC 12) 9 = .483(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2646/1057, 3-15=-2606/1070, 3-16=-2418/961, 4-16=-2409/971, 4 17=-2219/935, 5-17=-2218/935, 5-18-2828/1140, 18-19=-2828/1140, 6-19=-2828/1140, 6.20=-2218/935, 7-20=-2219/935, 7-21=-2409/971, 8-21=-2418/961, 8-22=-2606/1070, 9-22=-2646/1057 BOT CHORD 2-14=-903/2377, 13-14=-985/2743, BOT CHORD 2-14= 903/2377, 13-14=-985/2743, 12-13=-980/2743, 11-12=-980/2743. 9-11=-907/2377 WEBS 4-14=-264/781, 5-14=-772/330, 6-11=-772/330, 7-11=-264/781 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 26-0.0. Exterior(2R) 26.0-0 to 29-0-0, Interior(1) 29-0-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL 1,60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 9. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0237318 34295-1-2-3 T07 HIP TR 3 1 Job Reference [optional) Run: 8-420 s Feb 10 2021 Print: 8.420 s Feb 1C 2721 Mi-ek Industr es, Inc. Mon Aug 23 16:15,01 2021 Page 1 ID:4GhaGgypKgFgB4NGMaMvhtygz21-HoxzAwkzRThl9ANOZslvgf4BdIRyHWIRUIfmhLykwmu �. -0-P 6-6.5 11-0-0 17-6-0 _ _ 24-0-0 28-5-11 _ 35-0-0 3.F-0.0 1-0-0 6-6-5� 4-5-11 6.6-0 6 6-0 4-5-11 6 6 5 1-0-b Scale: 4 Yt9 = 2x4 4x6 = �nn170- 4 IT ra 5 IO 5on R NOP2X STP= 15 14 13 ' ` 11 110 NOP2X STP = 0.8-M 0) 3+4 = 3x6 3x4 = 244 1 0-8-mg tom) UO 6-6-5 11-0-0 17-6-0 _ 24-0-0 T 28-5-11 35-0-0 6-6-5 4-5-11 6-6-0 6 6-0 4-5-11 6-6-5 Plate Offsets (X,Y)--[4:0.3-8,0-2-0],[6:0-3.8,0.2-01,[12:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.20 13 >999 240 MT20 244/190 TCDL 7.0 '-umber DO- 1.25 BC 0.74 Vert(CT) -0.38 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC20201rP 2014 Matrix-SH Weight: 174 lb FT = 20% LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2 10-9 oc purlins. BOT CHORD Rig;d ce,ling directly applied or 6-3-8 oc bracing. MiTek recommends that Stabil zers and required cross bracing be installed during truss erection, in accordance with Stabi;izer Installation guide. REACTIONS. (lb/size) 2 = 113400-8-0 8 = 134a:'0-8-0 Max Horz 2 = 120(LC 11) Max Uplift 2 _ 483(LC 12) 8 = -483(LC 12) FORCES, (lb) Max. Comp.. -Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2681/1006, 3-16=-2616/1021, 3-4-2256/913, 4-17=-2410/1014, 17-18--241Oil 014, 5-18=-2410/1014, 5-19=-241011014, 19-20=-2410/1014, 6-20■-241011014,6-7=-2256/913, 7 -21 m-2616/1021, 8-21=-2681 /1006 BOT CHORD 2-15-848/2391,14-15=-848/2391, BOT CHORD 2-15=-848/2391, f 4-15=-848/2391, 13-14=-653/2036,12-13=-663/2036, 11-12=-663/2036,10-11=-85712391, 8-10=-857/2391 WEBS 3-14=-428/228, 4-14=-87/368, 4-13=-182/576, 5-13=403/247, 6.13=-182/576, 6-11=-87/368, 7-11=-429/228 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2-0-0 to 11-0-6, Exterior(2R) 11-0-6 to 15-3-4, Interior(f) 15-3-4 to 23-11 -10, Exterior(2R) 23.11-10 to 28-5-11, Interior(1) 28-5-11 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 4 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 8. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34295-1-2-3 T08 HIP TR 4 1 A0237319 Job Reference (optional) Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:03 2021 Page 1 IDAGhaGgypKgFgB4NGMoMvhtygz2T DA3kbcmEz4xOPTXOgHKNv4AStY2aMAkxB8tmEykwms -1 0 0 7-7-12 13-0-0 17-6-0 22-0-0 27-4-4 35-0-0 3p-m 1-0-0 7-7-12 5-4-4 4-6-0 4-6-0 5-4-4 7-7-12 1-0-6 Scale: M6"=1' 1x4 = 3x4 = 4x4 = r . 19 NOP2X STP= 14 13 "" 11 10 NOP2X STP= 0-8 QM1�2) 2x4 I 8x8 = 4X6 = 3x8 = 2x4 1 0-8-%%1-;12) 7-7-12 _ 13-00 22-0-0 27-4-4 35-0-0. 7-7-12 5-4-4 9-0-0 5-4 4 7-7-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) l'deil Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC C1.85 Vert(LL) -0.35 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.62 11-13 >664 180 BCLL 0.0 ' Rep Stress Incr YES WB C.50 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 173 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 134210-8-0 8 = 134210-8-0 Max Horz 2 = -140(LC 10) Max Uplift 2 = -483(LC 12) 8 = -483(LC 12) Max Grav 2 = 1490(LC 17) 8 = 1490(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2916/989, 3-15=-2859/1008, 3-16=-2307/846,4-16=-2251/862, 4.17=-2102/837, 5-17=-2101/837, 5-18-2101/837, 6-18=-21021837, 6-19= -2251/862, 7-19=-2308/846, 7-20=-2859/1008,8-20=-2916/989 TOPCHORD 2-15=-2916/989, 3-15=-2859/1008, 3-16=-2307/846, 4-16=-2251/862, 4-17=-2102/837, 5-17=-21011837, 5-18=-2101/837, 6-1 8=-2102/837, 6-19=-2251/862, 7-19=-2308/846, 7-20=-2859/1008,8-20=-2916/989 BOT CHORD 2-14=-826/2709,13-14=-826/2709, 13-21 =-654/2209,12-21=-65412209, 12-22=-654/2209, 11-22=-654/2209, 10-11=-837/2605, 8-10=-837/2605 WEBS 3-14=0/252, 3-13=-654/290, 4-13=-178/682, 5-13=-293/119, 5-11=-293/119,6-11=-1781682, 7-11 =-655/290, 7-1 0=0/252 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 21 Wind: ASCE 7-16; Vult 165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi 0.18; MWFRS Arectional) and C-C Exterior;2E) -1.0.0 to 2-0-0 , Interior(1) 2-0-0 to 13-0-0, Exterlor(2R) 13-0-0 to 17-6-0, Interior(1) 17-6-0 to 22-0-0, Exierior(2R) 22-0-0 to 26.2-15, Interlor(1) 26-2-15 to 36.0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer + Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 pates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live ;oad nonconcurrent with any other live loads. 7) ' 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 wil, fit between the bottom chord and any other members, with BCDL 10,Opsf. 8) Provide mechanical connection (by othersl of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 8. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard SALVADOR JURADO P.fE STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type 34295-1-2-3 T09 HIP TR Run- 8.420 s - -0-0 7-4-11 1 5-0-0 1-0-0 7-4-11 7-7-5 Oty Ply A0237320 Job Reference (optional) Feb 10 2021 Print- 8 420 s Feb 10 2021 M Tek Industries, Inc. Mon Aug 23 16:15:06 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhfygz2T-dlksDdo6G?JaGxGzLPu4Xio gm7ZymJAe9NXMYykwmp 20-0-0 27-7-5 35-0-0 36-0 0 5-0-0 7-7-5 74 11 i-0% 4x6 = 4x4 = 1'X 17 Scale: Y16"-1 NOP2X STP= 1a 12 ' " 10 9 NOP2X STP 0-8AM-U) 3x4 = axfi = Us = 2x4 !i 0-8--19) 7-4-11 15-0-0 20-0-0 27-7-5 35-0-0 7-4-11 7-7-5 5-0-0 7-7-5 7-4-11 Plate Offsets (X,Y)-- [4:0-3-8,0-2.0],[5:0-2-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.17 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.37 12-13 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.13 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 173lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing WEBS 1 Row at midpt 3-12, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 - 1342/0-8-0 7 = 1342/0-8-0 Max Horz 2 - -160(LC 10) Max Uplift 2 = -483(LC 12) 7 W -483(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2686/1002, 3-14=-2621/1020, 3-15=-19461797, 4-15=-1858/810, 4-16=-1717/805, 16-17=-17171805, 5-17=-1717/805, 5-18=-1858/810, 6-1 8=- 19461797, 6-19=-2620/1020, 7-19=-2685/1001 TOPCHORD 2-14=-2686/1002, 3-14=-2621/1020, 3-15=-1946/797, 4-15=-18581810, 4-16=-1717/805, 16-17=-1717/805, 5-17=-1717/805, 5-18=-1858/810, 6-18=-1946/797, 6-19=-2620/1020, 7-19=-2685/1001 BOT CHORD 2-13=-844/2398, 12-13=-844/2398, 11-12=-51611716, 10-11=-516/1716, 9-10=-854/2397, 7-9=-854/2397 WEBS 3-13=0/325, 3-12=-7471355, 4-12=-96/443, 5-1 0=- 1041443, 6-10=-746/355, 6-9=0/324 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=I65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2-0-0 to 15-0-6, Exterior(2R) 15-0-6 to 19-3-4, Interior(1) 19-3-4to 19-11-10, Exterior(2R) 19-11-10 to 24-2-9, Interior(1) 24-2-9 to 36-0.0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer 1 Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 7. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code." LOAD CASE(S) Standard SALVADORJURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job 34295-1-2-3 Truss Truss Type T10 HIP TR Qty P y A0237321 Job Reference )optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:09 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhtygz2T-2KQ?Oq_ZM970 Y1XRn8LQXaz629?NdK7bCzlykwmm 18-0 0 1-0 6-1012 12-313 17-00 17�4-0 22-8-3 28_1-4 1 35-0-0 -0-0 100 61012 5.5.1 4-83 060 483 5-51 6-1012 00 0-6.0 Scale = 1:65.1 0-$1Q(P=1 8) 479 = 5.00 12 3x+4 = 4x6 = 3x>} _ 4x6 = 3A = 0-83W4-8) 18-0-0 8 9 B 17-0-C 17-Q t 26-2 7 _ 35-C-0 899 8-2-7 0-6-0' 8--2-7 849 C-6-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.26 12-14 >999 240 MT20 24N190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.45 12-14 >913 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 171 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 225OF 1.9E `Except' 132: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 134210-8-0 10 - 1342/0-8-0 Max Horz 2 = -185(LC 10) Max Uplift 2 = -483(LC 12) 10 = -483(LC 12) Max Grav 2 = 1493(LC 17) 10 = 1493(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2917/947,3-17=-2878/963, 3-4=-2761 /925, 4-5=-2706/941, 5-18=-1882/709, 6-18=-18361724, 6 19=-1836/724, 7-19=-1882/709, 7-8= 2706/941, 8-9=-2761/925, TOP CHORD 2-17=-29i7/947, 3-17=-2878/963, 3-4=-2761/925, 4-5=-2706/941, 5-18=-1882/709, 6-18=-18361724, 6-1 9=-1 8361724, 7-19=-1882l7O9, 7-8=-2706/941,8-9=-2761/925, 9-20=-2878/963,10-20=-2917/947 BOT CHORD 2-16=-790/2759,16-21=-594/2220, 15-21=-594/2220,15-22=-594/2220, 14-22=-59412220,14.23=-604/2126, 13-23=-604/2126,13-24=-604/2126, 12-24= 60412126, 10-12=-801/2621 WEBS 3.16=-278/202, 5-16=-145/689, 5-14=-692/316, 7-14=-6931316, 7-12=-145/689, 9-12=-278/202, 6.14=-376/1192 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0 0 to 2-0-0 , Interior(1) 2-0-0 to 17-6-0, Exterior(2R) 17-6-0 to 21-8-15, Interlor(1) 21-8-15to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 10. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job rruss Truss Type Oty Ply A0237322 34295-1-2-3 T',1 COMMON TR 10 1 Job Reference (optional) Run: 8.420 s Feb 10 20P 1 Pront• 8 420 s Feb 10 2021 M Tek Industries. no. Mon Aug 23 16:15:11 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhygz2T-JXIGLsF5YytMi8x8yUFDmVt5noVdvtvnR412mykwmk -1-", 6-10-11 12-3-12 17-6 0 22-8-4. 28-1-5 35-0-0 36-0-0 1-0-0 6 10 11 5-5-1 5-2-4 5-2-4 5-5-1 6-10-11 1-0-0 Scale - 1:62.3 5, 00 r12 4x4 = 6 NOP2X STP= �V ' ° - " 14 "' ` NOP2X STP= 0-fawzt'81 3A4 = 4x6 — 3KP — 4x6 4x6 = 3x4 = 0-$3@eo-4-8) 8-9-9 17-6-0 26-2-7 8-9-9 _ 8-8-7 8-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.26 12-14 >999 240 TCOL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.45 12-14 >913 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2020:`TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No,2 BOT CHORD 2x4 SP 225CF 1,9E *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No 3 BRACING - TOP CHORD Structura' wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD Rigid ceil,ng directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dur ng truss erection, in accordance with Stabi izer Installation guide. REACTIONS. (lb/size) 2 = 1342/0-8-0 10 - 134210 8-0 Max Horz 2 = -185(LC 10) Max Uplift 2 = -483(LC 12) 10 = -483(LC 12) Max Grav 2 = 1493(LC 17) 10 = 1493(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-29171961, 3-17=-2878/980. 3-4=-2761 /941, 4-5=-2706/957, 5-18=-18821736, 6-18=-1836/745. 6-19=-18361745, 7-19=-I882/736, 7-8=-27071957, 8-9=-2761/941, TOP CHORD 2-17=-2917/961, 3-17=-2878/980, 3-4=-2761 /941, 4-5=-2706/957, 5-18=-1882/736, 6-18=-1836/745, 6-19=-1836/745,7-19=-1882/736, 7-8=-2707/957, 8-9=-2761/941, 9-20=-2879/980,10-20=-29181961 BOT CHORD 2-16=-809/2759,16.21=-614/2220, 15.21=-614/2220, 15-22=-614/2220, 14-22=-614/2220, 14-23=-619/2126. 13-23=-61912126, 13-24=-619/2126, 12-24=-61912126, 10-12=-81412621 WEBS 6-14=-37511192, 7-14=-693/315, 7-12=-144/689, 9-12=-278/201, 5-14=-693/315, 5.16=-144/689, 3-16=-2781201 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 Interlor(i) 2.0-0 to 17-6-0, Exterior(2R) 17-6-0 to 20-6-0, Interior(1) 20-6.0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 35-0-0 8-9-9 I PLATES GRIP MT20 244/190 Weight: 171 lb FT = 20% 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 10. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job 34295-1-2-3 r .d Truss -russ Type Oty Ry T11A SPECIAL TR 2 1 A0237323 Job Reference (optiona'. Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:14 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhfygz2T-OIDuuNu7OTKSD9t Wp41 yrO7Rl.-rbgDNMTPJyf5ykwmh 5-0-0 5-2.0 9_4-12_ _ 12-2-0 17-6-0 22-8-4 28-8-13 35-0-0 36-0.0 M 5-0-0 0 2 0 4 2-12 2-94 5-4-0 5-2-4 6-0-9 6-3-3 1 0.0 Scale - 1:66 5 5,00 12 4x10 = 8 3x4 11 2x4 11 26 3x6 7 3x8 _ 5 6 i 2 21/ 4 21 1 81 8x n��L 1 x 2 11 401`5x6 II2X STP 24 23 20 17 16 0-8-Q6pa1�12j 5x6 =2x4 I 3x4 = 3x8 - 2x4 ;i 27 3x4 -2 9 3x6 ; 10 \ 2x4 11 w1\\ �,.4v15 28 2 13 29 15 30 14 ` NOP2X STP 4x6 - 3x4 = 0-13399)4-8! 12-2-0 5.0-0 5-2-0 9.4-12 1 0-NO 17-6 0 26-2.7 35-0-0 5-0-0 0-2-0 4.2-12 1-4-4 1-5-0 5 4-0 8-8.7 8-9-9 Plate Offsets (X,Y)--[3:0-3-4,0-2-0],[4:0-3-8,0-1-81,[5:0-1-12,0-0-12],[8:0-3-8,0-1-0],[1 6:0-3-0,0-1-8],[18:0-2-12,0-5.0],[21:0-4-0,0-2-8],[22:0-5-0,0-3-0], [24:0-2-4,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.42 20 >970 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.73 20 >567 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT'. C.35 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight. 214lb FT = 201/..: LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP N0.2 `Except' 84: 2x4 SP 225OF 1.9E 133: 2x4 SP No.2, B2: 2x6 SP DSS WEBS 2x4 SP No.3 *Except* W9: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly appl'ed or 2-5-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. JOINTS 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabil zer Installation guide. REACTIONS. (lb/size) 2 = 1342/0-8-0 12 = 1342JO-8-0 Max Horz 2 = 186(LC 11) Max Uplift 2 = -483(LC 12) 12 = -483(LC 12) Max Grav 2 = 1508(LC 17) 12 = 1492(LC 18; FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25= 3104/991, 3-25=-3062/1001, 3-4=-8222/2474,4-5=-561O.1751, 5-6=-3913/1277, 6-7=-3874r'1284, 7 26= 3851/1361,8-26=-3804.1370, 8-27=-18291749, 9-27=-1875(734, 9-10=-2681/937, 10 11=-2747'927, 11.28=-2914/996, 12-28=-2945/980 BOT CHORD 2-24=-848/2936, 16-17=-104.+373, 16-29=-62212126, 15-29=-622/2126, 15-30 .-622/2126, 14-30=-622/2126, 12 14=-836/2652, 3-22=-1314;4751, 21.22=-2154l7662, 19-21— 1467/5304, 18 19=-1467/5304 WEBS 8- 1 6=-70/318, 9-16=-702/317, 9-14=-115/661, 11.14=-2911210, 5-18-1997/591, 16-18=-314fl439, 8-18=-814/2587, 5-21=-45111654, 3-24=-2977/924, 22-24=-1217f4213. 4- 21 =-2500/728, 4-22=-497M 888 NOTES (8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind, ASCE 7.16; Vult 165mph (3 second gust} Vasd=128mph; TCDL=4.2psf; BCDL■3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2-0-0 to 17-6-0, Exterior{2R) 17 6-0 to 20.6-0, Interior(1) 20-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specif-c to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been des gned 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 tap by 2 0-0 wide will fit between the bottom chord and any other members, with BCDL . 1O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 12 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,' LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237324 34295-1.2-3 T12 HIP TR 2 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.42-3 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:16 2021 Page 1 ID:4GhaGgypKgF;g B4NGMoMvhtygz2T-Lg,eJ2wNv4a95T0uxV30wpcgaoVO Ewexi o3izykwmf 1-0-0 5-8-11 9 0-0 13-4-12 21-7-4 26-0-0 29-3-5 35-0-0 3-0 0 _ 1-0-0 5 8 11 3-3-5 4-4-12 1 8-2-8 4-4-12 3-3-5 5-8-11 1-0-; Scale; VI6'sV 4x4 5,00 Fi2 3xA U4 = 4x4 # 5 17 6 18 T 2x4 � � 16 3 8 t$ I W51117 w3 w3 T v 15 1�if 1 2 \ },' 213 9 10 NOP2X STP= 14 13 12 11 NOP2X STP= 0.8"-U) 3x9 = 4x6 — 3x4 = 0 S Q 1 1 3x4 9-0-0 17-6-0 _ 26-0-0 _ 35-0-0 _ 9-0-0 8-6-0 8-6-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I+deft Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO. 0.92 Vert1LL+ -0.24 13 >999 240 MT20 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vertf'CT; -0.47 13-14 >881 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2020;TP12014 Matrix-SH Weight: 164 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing M%Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance w th Stabilizer Instal ation guide. REACTIONS. (lb/size) 2 _ 1342JO 8-0 9 = 1342/0.8-0 Max Horz 2 = -100.'LC 10) Max Uplift 2 = 483(LC 12) 9 _ -483(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 15= 2646/1023, 15-16=-2606/1026, 3-16-255311035, 3.4=-2418/938, 4.5=-2219/899, 5-17=-2828/1106, 17- 18=-2828/1106, 6-18=-2828/1106, 6-7-22191899, 7-8=-2418/938, 8 19=-2553/1035, 19-20=-2606/1026, 9-20=-2646/1023 BOT CHORD 2.14=-865/2377, 13-14=-957/2743, 12-13=-950/2743, 11-12-950/2743. BOT CHORD 2-14=-865/2377,13-14=-957/2743, 12-13=-950/2743,11-12=.950/2743, 9- 11 =-875/2377 WEBS 4-14=-266/781, 5-14=-772/331, 6-11=-772/331, 7-11=.2661781 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat.11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2.0-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-4-12, Interior(1) 13-4.12 to 26-0-0, Exterior(2R) 26-0-0 to 30-2-15, Interior(1) 30-2-15 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at joint 9. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 342951 23 T13 HIP GIRDER TR 2 A0237325 2 Job Reference (options) Run_ 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:21 2021 Page 1 I D:4GhaGgypKg FgB4NGMok4vhfygz2T-heBX Mm- W kcCSZEvsk3tbdtvYapKNzU K04-WgOBykwma -1 0.0 7 0 0 1273-14 17-6-0 22-8-2 _ 28-0-0 _ 35 0-0 36-0-0 i-0-0 7-0-0 5 3-14 5-2-2 5-2-2 5-3-14 7-0-0 1-0 b Scale: 3- 16"-1' 3x8 = 5.00 12 44 2x4 34 = 2x4 I 4xe = NOP2X STP= 17 30 311615 32 33 14 34 35 36 37 131238 39 11 NOP2X STP= 0 8-m-1=6) 2Z4 Ih 3x6 = 2x4 f- 3x8 = ZA4 II 0-8-§&1=I3) 3x8 = 3x6 = 7-0-0 12-3-14 17-6-0 22-8-2 28-0-0 7-0-0 5-3-14 5-2-2 5-2-2 5-3-14 Plate Offsets (X,Y)--[3:0-3-8,0-2-0],[8:0-3-8,0-2-0),j13:0-1-8,0-1-8j,[15:0.3.0,0-1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.33 14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.61 13-14 >671 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(C.T) 0.13 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 225OF 1.9E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 - 2559/0.8-0 9 = 2613/0-8-0 Max Horz 2 = 80(LC 24) Max Uplift 2 = -911(LC 8) 9 = -952(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5665/1901,3-18=-7410/2585, 18-19= 741012585, 4-19=-7410/2585, 4-20= 7410/2585, 20-21=-741012585, 21-22=-74iO/2585, 5.22=-7410/2585, 5-23=-7410/2585, 6-23=-741012585, 6-24=-7470/2631,24-25=-7470/2631, 25-26=-747012631,26-27=-747012631, 7-27=-7470/2631,7-28=-7470/2631, 28-29=-7470/2631,8.29=-7470/2631, 8-9=-5798/2001 BOT CHORD 2-17=-164515112, 17.30=-1645/5117, BOT CHORD 2-17=-1645/5112, 17-30=-1645.'5117, 30-31=-1645/5117, 16-31=-1645/5117, 15-16=-1645/5117, 15-32� 2741/8228, 32-33— 2741 /8228, 33.34=-2741/8228, 14-34=-2741/8228, 14-35=-2741/8228, 35.36=-2741/8228, 36-37=-274118228, 13-37=-2741 /8228, 12-13=-173715239, 12-38=-1737/5239, 38-39=-1737/5239, 11-39=-1737/5239, 9-11-1736;5234 WEBS 3.17=-221622, 3-15=-920:2711. 4-15=-594/363, 6-15=-975."337, 6-14=01470, 6-13=-893/285, 7-13=-594/363, 8-13=-868/2629- 8-11=-211622 NOTES- (12) 1) 2-ply truss to be connected together with I Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 35-0-0 7-0-0 PLATES GRIP MT20 244/190 Weight: 325lb FT = 20% 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 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; save=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 911 lb uplift at joint 2 and 952 lb uplift at joint 9. Continued on page 2 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0237325 34295-1-2-3 T13 HIP GIRDER TR 2 2 Job Reference (optional) Run: 8,420 s Feb 10 2021 Print: 8.420 s Feb 1 U 2021 MiTek ndustries, Inc. Mon Aug 23 16:15:21 2021 Page 2 ID:4GhaGgypKg1 gB4NGMoMvhtygz'2"-he8XMm WkcCSZEvsk31bdwYapKNzUK04_WgOBykwma NOTES (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 122 lb up at 7-0-6, 113 lb down and 118 lb up at 9-0-12,113 lb down and 118 ib up at 11-0-12, 113 lb down and I IS lb up at 13-0-12, 113 lb down and 118 lb up at 15-0-12, 113 lb down and 118 lb up at 17-0-12, 113 lb down and 118 lb up at 17-11-4, 113 lb down and 118 lb up at 19-11-4, 113 lb down and 118 lb up at 21-11-4,113 lb down and 118 lb up at 23-11-4, and 113 lb down and 118 lb up at 25-11.4, and 243 lb down and 260 Ito up at 27-11-10 on top chord, and 290 lb down and 87 lb up at 7-0-0, 61 lb down at 9-0-12, 81 lb down at 11-0-12, 81 lb dawn at 13-0.12, 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 lb down at 17.11-4, 81 lb down at 19-11-4, 81 lb down at 21-11-4, 81 lb down at 23-11.4, and 81 lb down at 25-11-4, and 290 lb down and 87 lb up at 27-11.4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9 -20 Concentrated Loads (lb) Vert: 3=-105(B) 8=-195(8) 17=-278(B) 11=-278(B) 18=-105(B) 19=-105(B) 20=-105(B) 22=-105(B)23=-105(B)24=-105(B)25=-105(13} 27=-105(B) 28=-105(B) 29=-105(B) 30=-58(B) 31=-58(B) 32=-58(B) 33=-58(B) 34=-58(B) 35=-58(B) 36=-58(B) 37=-58(B) 3B= 58(B) 39=-58(B) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss - russ Type Qty P y 34295-1-2-3 T14 HIP GIRDER TR 2 1 A0237326 Job Reference (optional) Run: 8.420 s Feb 10 2021 Pr nt: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:22 2021 Page 1 0.4GhaGgypKgFgB4NGMoMvhfygz2T 9giwa6 8VwKJBOU2HmAgA4SgEDg1125XJeF0xdykwmZ -1 0 0 5-0-0 7-0-0 12-0-0 13-0-0 1-0-0 5-0-0 2-0-0 5-0-0 1-0-0 Scale = 1 22.5 ax4 10 4x# _ L NOPpp2X8 STP= 2x4 11 2m; NOP22X8 STP= 3x4 Q(o 1 aid--%0-1-8) 5-0-0 7-0-0 12-0-0 5-0-0 2-0-0 5-0-0 Plate Offsets (X,Y)-- [2:0-1-8,Edge], [5:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. -n (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.07 5-7 >999 240 MT20 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 5-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) 0.02 5 nla nla BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 46 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 652/0-8-0 5 = 666/0-8-0 Max Horz 2 = -60(LC 23) Max Uplift 2 = -506(LC 8) 5 = -517(LC 8) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1060/786, 3-9=-927/760, 9-10=-9271760, 4.10=-927/760, 4-5=-1065/791 BOT CHORD 2-8=-6431915, 7-8=-655/927, 5-7=-647/919 WEBS 3-8=-182/260 WEBS 3-8=-182/260 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof Iive'oad shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 2 and 517 lb uplift at joint 5. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 97 lb up at 5-0-0, and 184 lb down and 230 lb up at 7-0-0 on top chord , and 113 lb down and 156 lb up at 5-0-0, and 113 lb down and 156 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-60(B) 4=-137(B) 8=-69(B) 7=-69(B) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34295-1-2-3 T15 COMMON TR 4 1 A0237327 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print, 8 420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:23 2021 Page 1 ID:4GhaGgypKgFg64NGMoMvhfygz2T-eOGInR?mGESAoY3ErTh311?xyc?BRVIgY(?xT3ykwmY -1-0-0 t 6-0-0 12-0-0 13-0-0 1-0-0 6-0-0 6-0-0 1-0-0 Scale = 1:22.1 4x4 - 5-00 F12 ,, 8 a T W 1 18 2 4 1 - n 1 ' ! �] 5 � n -$ 11 12 fi 13 14 S 3 L G NOP2XSTP= 2x4 II NOP2X STP= fit- Qfo-1-8) �4 6-0-0 _ _ 12-0-0 6-0-0 6-0-0 Pate Offsets (X,Y)-- [2:0-1-8,Edge), [3:0-2-0,0-2-8], (4:0-1.8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.12 2-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0A0 2-6 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.01 4 n/a nla BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD R-gid ceiling directly applied or 5-5-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be-,nstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. {Ib,size) 2 = 491`0-8-0 4 - 491'0-8 0 Max Horz 2 = 70(LC 11) Max Uplift 2 = -362(LC 12) 4 =-362(LC 12) FORCES. (IN Max. Comp. .Max. Ten. - All forces 250 ('b) or less except when shown. TOP CHORD 2-7=-63611151, 7 B=-57711154, 3-8= 57311165. 3-9_ 5731165, 9- 1 0=-57711154, 4- 1 0=- 636/1151 BOT CHORD 2-11=-944i523, 11-12=-9441523, 6-12=-944.-'523, 6-13=-944 523, 13-14-9441523, 4-14=-944.i523 WEBS 3-6--577/264 WEBS 3-6=-5771264 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.16: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf: h=15ft: B: 45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCp-0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2.0 0 to 6-0-0, Exter or(2R) 6-0-0 to 9-0-0, Interior{l) 9-0-0 to 13-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DCL=1.60 3) Building Designer! Project engineer responsible for verfy ng applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been des gned for a I O.O psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2 and 362 lb uplift at joint 4. PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0237328 34295-1-2-3 T16 GABLE END i 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:26 2021 Page 1 ID.4GhaGgypKgFg84NGMoMvhtygz2T 24yQPT2fZ9dfOnpWcFmKwdUPgldepk7EGDb400CWMV 110-0. 5-11-10 9-4-0 12-8-6 16-7-5 18-8-0 19-8-0 1-0-0' 5-11 10 346 3-4-6 3-10-15 _ 2-0-11 1-0-0 Scale = 1:35 2 4x4 = t# I� 12x14 3x4 = 2 I 3 9 1204 '= 5dip 12 T 3 3x4 w 4s4 — 5 4 4x4 — 11 12 3 5 10 30 7 2 13 a i 31 3 i$ 33 1$ tT 34 3S 36 tG 15 `t NOP2XSTP= NOP2XSTP= 4x4 = 0-8-0(0-148r SEA = 4x4 = 0.8-0(o9148j= 2-0-11 5-11-10 9-4-0 12-8-6 16-7-5 18-8-0 2-0-11 3-10-15 3-4-6 3-4-6 3-10-15 0 Plate Offsets (X,Y)-- [3:0-0-810-3-4], [7:0.5.0,0-2 8]. [12:0 0 8,0 3 4] [17:0 4 0,0-3-0]. [20:0-1-13,0-1-0], [27:0-1-13,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.07 18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT; -0.13 18 >999 180 BCLL 0.0 ' Rep Stress ncr NO WB 0.25 Horz(CT) 0.05 13 Na n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 130 It FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.5.9 oc purlins. Except: 1 Row at midpt 3-12 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 854/0-8-0 13 = 82810-8-0 Max Horz 2 = -96(LC 6) Max Uplift 2 = -326(LC 8) 13 = -346(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1731/519, 3-4=-1349/461, 4-6=-1344/474, 6-8=-1055/350, 8-9=-1055/350, 9-11 =- 1345/473, 11 - 1 2=- 1350/460, 1 2-30=- 1658/547, 13-30=-1680/549, 3-5=-4381100, 10-1 2=-415/1 18 Continued on page 2 TOP CHORD 2-3=-1731/519, 3-4=-1349/461, 4-6=-1344/474, 6.8=-1055/350, 8-9=- 1055/350, 9-11 =-1 345/473, 11-12=-1350/460, 1 2-30=- 1658."547. 13-30=-1680/549, 3.5=-4381100. 10-12= 415/118 BOT CHORD 2-19=-432/1572, 19-31=-458/1566 31-32=-458/1566, 18-32=-45811566, 18.33=-45611675, 17-33=-456/1675, 17-34=-473/1653,16-34=-473/1653, 16-35=-49011524, 35-36=-490/1524, 15-36=-490/1524, 13-15=-465/1529 WEBS 7-8=-186/654, 7-9=-352/194, 6.7=-348/196, 7-17=-51393, 5-17=-475/36, 10-17=-452153 NOTES- (15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf: BCDL=3.Opsf; h=15ft; B=451t; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to w nd (normal to the face), see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSi,TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 2 and 346 lb uplift at joint 13. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 108 It down and 122 lb up at 16-8-0 on top chord, and 15 It down at 2-0-0 , 13Itdown at 3-1-1, 13Itdown at 5-1-1, 13 It down at 7-1-1, 13 It down at 9-1-1, 13 It down at 9-6-15, 13 It down at 11-6-15, 13 It down at 13-6-15, and 13 It down at 15-6-15, and 15 lb down at 16.8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237328 34295-1-2-3 T16 GABLE END 1 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:26 2021 Page 2 10;4GhaGgypKgFgB4NGMoMvhtygz2T-2byQPT2tZZ9rlfOnp WcFmKwdUPg1 depk7EGDb4OykwmV NOTES- (15) 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=f.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-12=-54, 12-14=-54, 2-13=-20, 3-12=-18(F) Concentrated Loads (lb) Vert: 30=32(F) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job 34295-1-2-3 cc rz� va Truss Truss Type Qty Ply T17 GABLE END 1 1 A0237329 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:29 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhtygz2T-SAdZ2V4Xr4DJ WTWO CkoTyZFyN 1 ygr9WZwESFgiykwmS 3-9-10 6-0-12 11-10-0 17-9-2 24-4-0 5-4-0 -10 2-3-2 5-9-4 5-11-2 6-6-14 -0-0 5-00 qv NOP2XSTP= 0 SPOt'DT8] 0-8.0(0-1-9$x4 = 3x8 — 3x5 4x4 = 3A = Scale = 1:46.5 'YW14A 01 r- 0-8x0(0-1-8) w 1-4-11 3-9-10 6-0-0 _ 14-10-2 24-4-0 , 1 4 11 2-4-14 2-2-6 8-10-2 9-5-14 Plate Offsets (X,Y)-- [1:0-2-8.0-1-11],[2:0 2 8.0-2-4],[7:0-2-8,0-0-41 [9:0-1-4,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL; -0.14 10-12 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.31 10-12 >704 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) 0.02 10 n/a nla BCDL 10.0 Code FBC2020ITPI2014 Matrix-SH Weight: 141 lb FT = 209�_ LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 - 2-2-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 202/0-8-0 14 = 1314/0-8-0 10 = 677/0-8-0 Max Horz 1 = -126(LC 23) Max Uplift 1 = -49(LC 8) 14 = -452(LC 8) 10 = -266(LC 25) Max Grav 1 = 261(LC 17) 14 = 1314(LC 1) 10 = 677(LC 1) FORCES. (lb) ARVA&T6n. - All forces 250 (lb) or less TOPCHORD 1-2=-272/19, 2-3=-159/338, 3-23=-157/351, 5-23=-1501403, 5-7=-71/417, 7-8=-702/270, 8-9=-739/248, 9-10=-1035/360, 2-4=-445/200 BOT CHORD 13-14=-14/383, 12-13=-141383, 10-12=-248/914 WEBS 6-14=-346/212, 5-6=-3131205, 7-14=-942/300, 7.12= 116/537, 9-12=-371/234, 4-14=-501/213 NOTES- (15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp 8; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 un ess otherwise indicated. 8) Gable studs spaced at 2-0-0 cc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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 11) Provide mechanical connect on (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1, 452 lb uplift at joint 14 and 266 lb uplift at jo nt 10. 12) Graphical purlin representation does not depict the size or the orientation of the purlir along the top and/or bottom chord. 13) Hanger(s) or other connection device(sr shall be provided sufficient to support concentrated loads) 51 lb down and 36 lb up at 4-5-1 on top chord, and 15 lb down at 1-4-0, and 13 lb down at 2-5.1, and 13 lb down at 4-5.1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) sect on, loads applied to the face of the truss are noted as front (F) or back (B). SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type City Ply 34295-1-2-3 T17 GABLE END 1 1 A0237329 Jab Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:29 2021 Page 2 ID:4GhaGgypKgFgB4NGMoMvhfygz2T-SAdZ2V4Xr4DJWTWOGkoTyZFyN 1 ygr9W ZwESFgjykwmS NOTES- (15) 15) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(5) Standard 1) Dead + Root L,ve ,balanced): Lumber ncrease=1.25, Plate 'ncrease= 1 .25 Uniform Loads %plf; Vert: 1-2=-54, 2-7=-54, 7-11= 54. 1-14=-65(F=-45), 10 14=-20, 2-6= 18(F) CAI wAnnea eimann a F STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 "E. MIAMI FL. 33166 Job 34295-1-2-3 Truss Truss Type Oty Ply T18 COMMON TR 3 1 A0237330 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:31 2021 Page 1 Ip-4GhaGgypKgFgB4NGMoMvhfyg72T.PZIJTBSoNhTlmngnJ9rx1 KLkrhpJ3Fs0YxMlcykwmQ 6-0-0 _ 11-10-0 18-5-14 _ 24-4-0 _ _ 25-4- 6-0-0 5-10-0 6 7-14 5-10-2 1-0-0 i 4x4 Scale = 1:42-9 4 5.00 12 12 13 3x4 2x4 } 5 3x4 � .• 3 . . W1 ,15r, 3# � 2 , 1 W1 14 \ 6 7 LJ 15 10 9 b 3x5 Is 11 NOM STP— 3x4 = 3704 = NOP2X STP= NOP2X STP= 0.8-0(0-1.8) 0-8-0(o. j 3x5 = 0-8-0(0-1-8) 2x4 6-0-0 8-5-2 15-2-14 24-4-0 6-0-0 2-5-2 6-9-12 9-1-2 Plate Offsets (X,Y)-- j1:0-2-0,0-2-15j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 1-11 >846 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.28 6-8 >773 180 BCLL 0.0 " Rep Stress Incr YES WB 0.30 Horz(CT) 0 02 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 115 Ib FT = 20% LUMBER - TOP CHORD 2x4 SIR No.2 BOT CHORD 2x4 SIR No.2 WEBS 2x4 SIR No.3 SLIDER Left 2x4 SP No.3 -@ 3-2-1 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1 28/0-8-0 6 = 709/0-8-0 11 = 101110-8-0 Max Horz 1 = -134(LC 10) Max Uplift 1 = -149(LC 12) 6 = -286(LC 12) 11 = -381(LC 12) Max Grav 1 = 184(LC 21) 6 = 709(LC 1) 11 = 1011(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-12=-3131256, 4-12=-245/273, TOP CHORD 3-12=-3131256, 4-12=-2451273, 4-13=-7551429, 5-13=-834/419, 5-14=-1048/574,6-14=-1143/561 BOT CHORD 8-9=-101/436, 6-8=-455/1016 WEBS 3-9=-191524, 4-9=-3841131, 4-8=-169/503, 5-8=-401 /321, 3-11=-890/322 NOTES_ (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3,Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3.0.0, Interior(1) 3-0-0 to 11-10-0, Exterior(2R) 11-10-0 to 14-10-0, Interior(1) 14-10-0 to 25-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live oad shown covers rain loading requirements specific to the use of this truss component- 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 149 lb uplift at joint 1, 286 lb uplift at joint 6 and 381 lb uplift at joint 11. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34295-1-2-3 T19 SPECIAL TR 1 1 A0237331 —1 Job Reference ioptiona j Run:8.420 s Feb 10 2021 Print 8.420 s f'eb 10 2021 MiTek Industries, In.,. Mon A.ig 23 16-15:34 2021 Page 1 ID:4GhaGgypKgFg84NGMoMvhfygz2T-p8QS5CBggcrodEPM HQe1cynd2(YWHg14W90MxykwmN -t?-0 7-0-0 12-0-0 17.0-0 22 6-0 28-5-2 _ 35-0-0 36-0-0 -4 7-0-0 5 0 0 5-0-0, 5-6-0 5-11-2 6-6-14 1-0-0 Scale - 1.65.1 4xd _ 6 5,00 F12 4A _ 4x4 3 3x4 = �i " � 7 i6 41 17 5 INS 1 1 2 • &t ,�� $ � f N0122XSTP= 15 18 14 13 12 11 19 20 10 NOP2XTP= 0-8 tifi) 3.r4 d�R � f0 1 sl n SP�h - 3se+t - S 3x6 = 3x8 - 7-0-0 17-0-0 _ 25-10.15 35-0-0 7-0-0 10-0 0 8-10-15 9-1-1 Plate Offsets (X,Y)-- [3:0-2.4,0-2-41,[5:0-2-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.17 10-12 >999 240 MT20 244`190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.28 10-12 >769 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) 0.04 8 n/a Na BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 160 lb FT = 20% LUMBER - OP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly app led or 3-6.8 oc purlins. BOT CHORD Rig d waling direct y applied or 9 9 11 oc bracing. WEBS 1 Row at micipt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, :n accordance with Stabil zer Insta'lation guide REACTIONS. All bear ngs 0-8-0 except oWength) 13=5-0-0. ((b) - Max Horz 2= 135(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 13 except 2*;-335(1-C 8), 8=-285(LC 25), 12.r-599(LC 8) Max Grav All reactions 250 lb or less at joint(s) 13, 14 except 2«839(LC 29), 8=749(LC 14), 12-1768(LC 31) FORCES. (lb) Max, Comp./Max. Ten. AI forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1396/479, 3-16=-1214f477, 4-16=-1213."477, 4-17 4-194663, TOP CHORD 2-3=-13961479, 3-16=-1214/477, 4-16=-1213/477, 4-17=-194/663, 5-17=-194/663, 5-6=-168/754, 6-7=-8891334, 7-8=- 11141396 BOT CHORD 2-15=-34511250, 15-18=-171/603, 14-18=-171/603, 13-14=-171/603, 12-13=-1711603, 11-12=-46/361, 11-19=-46/361, 19-20=-461361, 10-20=-46/361,8-10=-278/981 WEBS 4-15=-209/819, 4-12=-1384/578, 6-12=-1213/376, 6-1 0=-1 36/748, 7-10=-364/233 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except Qt=lb) 2=335, 8=285,12=599. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 122 lb up at 7-0-0, and 145 lb down and 118 lb up at 9-0.12 on top chord, and 290 lb down and 87 lb up at 7.0.0, and 81 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Continued on page 2 rrA111 WAnno eiiQAnn a F S.TATF OF FLORIDA REG NO- 19939 6401 NW 74 AVE MIAMI FL.- 33166 Job Truss Truss Type Qty Ply A0237331 34295-1-2-3 T19 SPECIALTR 1 1 ,fob Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:34 2021 Page 2 ID:4GhaGgypKgFgB4NGMoMvhtygz2T-p8QS5C8ggcrodEPM- HOe1cynd2lYWHg14W90MxykwMN LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 6-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 3=-105(F) 15=-278(F) 16=-105(F) 18=-58(F) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237332 34295-1-2-3 T20 SPECIAL TR 1 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon A-ig 23 16:15:36 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhfygz2T-IXYCWu9wCD5KsYYk&Q6k117YsLP„ EWbXge7QpykwmL 1-0-0 5.8-11 9-0-0 14-0-0 19-0-0 22-6-0. 29-1-14 35-0-0 36-0=0 t-0 5-8-11 3-3-5 5-0-0 5-0-0 3-6-0 6-7-14 5-10-2 1 0-0 04 = 4x4 = 4x6 — Scale = 1:65.1 NOP2XSTP= 16 1�11 13 " I' NOP2XSTP= o-a a Vie)3X0= 4):6 _ 4YA = $iX6 = 3x4 = 0 8-9a1=0) 9-0-0 19-0_0 25-10-14 35-0-0 9-0-0 10-0-0 6-10-14 9-1-2 Plate Offsets (X,Y)-- [6:0-1-12,0-2.0], [7:0.2-12,0-1.12], j13:0-2-0,0.1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.25 13-15 >999 240 MT20 244 190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.58 13-15 >704 180 BCLL 0.0 ' Rep Stress Incr YES W B 0,68 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 169lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 225OF 1.9E 'Except' B2: 2x4 SP No-2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheath.ng directly applied or 2-2-0 oc purhns. BOT CHORD Rigid ce ling directly appl ed or 5-10-9 oc bracing. M Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance w th Stabil zer Installation guide. REACTIONS. (lb/size) 2 = 1342/0 8 0 9 = 1342/0.8-0 Max Horz 2 = -135(LC 10) Max Up'ift 2 = -483(LC 12) 9 = -483(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16, 2662/1059, 3-16=-260811071. 3.17= 24341973, 4-17=-24261983, 4-18=-22361940, 5-18=-2235/940, 5-6=-287211194, 6-19=-3195/1337, 7 19=-3130/1347, 7-20— 23181970, 8-20=-2397/960, 8.21=-2581/1087, 9-21=-2676/1074 TOP CHORD 2-16=-2662/1059,3-16=-2608/1071, 3-17=-2434/973, 4-17=-2426/983, 4-18=-2236/940, 5-18=-2235/940, 5-6=-2872/1194, 6-1 9=-3195/1337, 7-19=-3130/1347, 7-20=-2318/970, 8-20=-23971960, 8-21=-2581/1087, 9-21=-2676/1074 BOT CHORD 2-15=-924/2379,14-15=-1009/2751, 13-14=-1009/2751, 12-13=-641/1909, 11 -1 2=-641/1909, 9-11=-929/2412 WEBS 4-15=-233/730, 5-15=-655/326, 5-13=-8/251, 6-13=-1399/645, 7-13=-719/1781, 7.11=-129/446, 8-11=-360/267 NOTES_ (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0 , Interior(1) 2.0-0 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 22-6-0, Exterior(2R) 22-6-0 to 25-6-0, Interior(1) 25-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jtzlb) 2=483, 9=483. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P,E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237333 34295-1-2-3 T21 SPECIALTR 1 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industr es, Inc. Mon Aug 23 16:15:39 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhfygz2T-A5EL8wCpV8Tvi? HJnr_pMgtfY3L8Be71 Dnt-18ykwml 10 0 6-6-5 11-0-0 16-0-0 21-0-0 22-6-0 29-1-15 _ 35 0 0 36-0-0 1-0-Q 6-6-5 4-5-11 5-0-0 5-0-0 1-6-C 6-7-15 5-10-1 1 0 0 Scale = 165.1 4x6 — 4x4 = 4xA = -�� 3x4= 7 NOP2XSTP= 1s 14 is 12 II 0-8 1`3; 2x4 II 3x8 = 4xfi = 4x8 = 3x4 = F 6-6-5 11-0-0 21-0-0 25-10-15 6-6-5 4-5-11 10-0-0 4-10-15 Plate Offsets (X,Y)— [7;0-3-0,0-1-12], [12:0-1-8,0.2-0] LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I?defl Ud TCLL 20.0 Plate Grp DOL 1.25 TC 0.68 Vert(LL) -0.30 12-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.66 12-14 >623 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.13 9 nla n/a BCDL i0.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 2 = 134210-8-0 9 = 1342/0-8-0 Max Horz 2 = 135(LC 11) Max Uplift 2 = -483(LC 12) 9 = -483(LC 12) FORCES. (lb) Max. Comp.i Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2675.:1016, 3-16=-2611/1035, 3-17=-22651927, 4-17=-2210/940, 4-18=-2059/900,5-18=-2059/900, 5-6=-2280/993. 6-7::-2488/`1081, 7-19=-23121979, 8-19=-2391/969, 8-20=-2640/1093, 9-20=-2671/1081 BOT CHORD 2-15=-872/2386,14 15=-87212386, BOT CHORD 2-15=-872/2386, 14-15=-872/2386, 13-14=-834/2333, 12-13=-834/2333, 11-12=-646/1924,9-11=-934/2409 WEBS 3-14=-413/240, 4-14=-199/636, 5-14=-379/210,6.12=-1038/458, 7-12=-498/1298, 7-11 =-1 36/410, 8-11=-360/263 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) A -0-0 to 2.0-0 , Interior(1) 2-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Intedor(1) 14-0-0 to 22-6-0, Exferior(2R) 22-6-0 to 25-6-0, Interior(1) 25-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof I-ve load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10 NOP2X STP= 0-B-R 1_9) 35-0-0 9-1-1 _ PLATES GRIP MT20 244190 Weight: 177lb FT = 200/6 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=1b) 2=483, 9=483. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAM1 FL. 33166 Job Truss Truss Type Qty Ply A0237334 34295-1-2-3 Vol VALLEY TR 2 1 i Job Reference (optional) Run- 8.420 s Feb 10 2021 Pr nt- 8 420 s Feb 10 2021 MiTek Industries: Inc. Mon Aug 23 16:15:40 2021 Page t D:4GhaGgypKgFgB4t4GMoMyhtygz2T-elolMGCRGScmL9sWLYV2wCxoTtowB_ BSRcLZaykwmH 4-9-3 9-6-6 4-9-3 4-9-3 Scale = 1;17 3 2x4 4x4 t>v PT 2 e T T1 6 2xa 7 9-6-6 _ 9-6-6 Plate Offsets (X,Y)-- [1:0-3-14,Edge], [3:0-3-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L /d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) nr'a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n:'a n'a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0,00 3 nla Na BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT 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. (Iblsize) 1 = 128/9.5-3 3 = 128/9-5-3 4 = 33719-5-3 Max Horz 1 = -40(LC 10) Max Uplift 1 = -48(1 t 2) 3 = -48(LC 12) 4 = .98(LC 12) Max Grav 1 = 133(1 21) 3 = 133(LC 22) 4 = 337(LC 1) FORCES. (Ili Max. Comp./Max. Ten. - All forces 250 (1 or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been LOAD CASE(S) considered for this design. Standard 2) Wind: ASCE 7-16; Vult=165mph ;3-ser;ond gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=i5it; B=45ft, L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-9.3, Exterior(21 4 9 3 to 7-9-3, Interior(i) 7-9-3 to 8-9-5 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project eng neer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.01 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 w,thstanding 100 lb uplift at joint(s) 1, 3, 4. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the bui ding designer per ANSI TIP 1 as referenced by the building code." 5 3 2x4 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 -ob Truss Truss Type City Ply A0237335 34295-12-3 V02 VALLEYTR 2 1 ,lob Reference (optional) Run: 8.420 s Feb 10 2021 Print; 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:41 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhtMz2T-6UM5ZbD31 kcyJRivFOHR5k7xtCkffLKh5Mu61ykwmG 2-9-3 5-6-6 2-9-3 2-9-3 3x4 = 5.00 12 20 5-6-6 5-6-6 Plate Offsets (X,Y)-- 12:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0,20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nr'a n-`a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. 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) 1 = 149/5-5-3 3 = 149/5-5-3 Max Horz 1 - -20(LC 10) Max Uplift 1 a -49(LC 12) 3 = -49(LC 12) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=28ft; save=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10 0 pst 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 100 lb uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Scale = 1:10 3 PLATES GRIP MT20 244.190 Weight: 15 lb FT = 2 —� SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0237336 34295-1-2-3 V03 VALLEY TR 1 1 Job Reference (optional) RL. n- 8,420 s Feb 10 2021 Print' 8 420 s Feb 10 2021 MiTek Industr es. Inc. Mon Aug 23 16:15:43 2021 Page 1 ID 4GhaGgypKgFgB4NGMoMvhfygz2T-2tTs_HFJYN_KCdb4og21wwgUFgwD7XSdBPr?AvykwmE 3-1-9 6-2-8 3-1-9 3-0-15 2x4 Scale = 1:15,2 2x4 7�, 2x4 2x4 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) nla Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT; 0.00 n/a n/a BCDL 10.0 Code FBC2020,'TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except" W1: 20 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly app' led or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requ red cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 60'6-1-14 4 = 86+6 1 14 5 = 247.,6-1-14 Max Horz 1 = 86+LC 12) Max Up ift 4 = .36(LC 12) 5 = -104(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown. WEBS 2.5=-182/300 NOTES- (7) 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4 2psf; BCDL=3.Opsf; him 15ft, B=45ft; L 28ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2E) 0.9-1 to 3-9-1, Inter or(1) 3-9-1 to 6-0-12 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL 1.60 plate grip DOL=1.60 2) Bui ding Designer Project eng.neer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 6) Provide mechanical connect -on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at lb) 5=104. 7) "This manufactured product is designed as an Ind vidual building component. The suitability and use of this component for any particular building is the respons:bility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237337 34295-1-2-3 VO4 VALLEY TR 1 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:46 2021 Page f 1D:4GhaGgypKgFgB4NGMoMvhfygz2T-SS9 CJHCrlMv34JfhpcS88Szkux3Kva3gN3fnEykwmB 4-2-8 4-2-8 Scale 1 10 6 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n,-a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) nfa n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 Na nla BCDL 10.0 Code FBC2020ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins, except end verticals. 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) 1 = 122/4-1-14 3 = 122/4-1-14 Max Horz 1 = 54(LC 12) Max Uplift 1 -29(LC 12) 3 = -51(LC 12) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=165rnph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10 0 pst bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f t 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) 1, 3. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code." LOAD CASE(S) Standard PLATES GRIP MT20 244190 Weight: 13 lb FT = 20°� SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237338 34295-1-2-3 V05 VALLEY TR 1 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print- 8 420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:48 2021 Page 1 ID:4GhaGgypKgFg134NGMoMvhtygz2T PgHl1?JSNvcdlOT2pDewDZXMEheBop4MlhYmr7ykwm9 2-2-8 2-2-8 Scale = 1:6.8 500 12 2 1 2x4 2-1-14(0-1-8) 2-1-14(0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 004 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020-1 P12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SIP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. 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. (Ib`sizei 1 = 5412-1-f4 2 = 39/2-1-14 3 = 15/2-1 14 Max Horz 1 _ 24(LC 12) Max Uplift 1 = -13(LC 12) 2 - -27(LC 12) Max Grav 1 = 54(LC 1) 2 _ 39(LC 1) 3 = 29(LC 3) FORCES. (Ib) Max. Comp. Max- Ten-, All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-16; Vult=165mph (3-second LOAD CASE(S) gust) Vasd=128mph, TCDL=4.2psf; Standard BCDL=3.Opsf; h=15ft; B=45ft; L=28ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 2. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34295-1-2-3 A0237339 V06 VALLEY TR i 1 Job Reference (optionall Run: 8.420 s Feb 10 2021 Print: 8,420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:50 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvhtygz2T-LDOVSgKivWsl X.dRwegOJ_cgeVJ, GiDfl?tsw?ykwm7 5-10-8 5 10-8 2x4 2x4 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I+dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) nia n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n::a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. 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) 1 = 5415-9-14 4 = 8215-9-14 5 - 233/5-9-14 Max Horz 1 = 80(LC 12) Max Uplift 4 = .34(LC 12) 5 = -97(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown. WEBS 2-5=-173/290 NOTES (7) 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 6=45ft; L=28ft; eave=4h; Cat. Il; Exp B; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-8-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live toad 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 100 lb uplift at joint(s) 4, 5. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Scale = 1:14 3 PLATES GRIP MT20 244.190 Weight: 21 lb FT = 2G'.� SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0237340 34295-1-2-3 V07 VALLEY TR 1 1 Job Reference (optional) Run- 8 420 s Feb 10 2021 Print: 8.420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:52 2021 Page 1 ID:4GhaGgypKgFgB4NGMoMvh"z2T•HCW FtMMzR863n?np23jsOPi?zJ?Wd3yDJ Wz_uykwm5 3-10-8 3-10-8 Scale = 1:10.0 'L- 2x4 2x4 (0 1-8! (0 - s) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) nla n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) nla nla 999 BCLL 0A ' Rep Stress :ncr YES WS 0.00 Horz(CT) 0.00 n/a nla BCDL 10.0 C:,de FBC2020.—PI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10.8 oc purlins, except end verticals. 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 w th Stabilizer Installation guide REACTIONS. (lb/size) 1 = 1103914 3 = 110+3-9.14 Max Horz 1 = 48; LC 12) Max Uplift 1 = .26(LC 12) 3 = -46(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDI=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0237341 34295.1-2-3 V08 VALLEY TR i 1 Job Reference (optional) Run: 8.420 s Feb 10 2021 Print: 8,420 s Feb 10 2021 MiTek Industries, Inc. Mon Aug 23 16:15:55 2021 Page 1 ID:4GhaGgypKgFgB4NGMvMvhfygz2T-iACOVOOrk3UdeTVOjCGZOi JYkW 1 yx j)OvHldbDykwm2 1-10-8 1-10-8 5.00 12 2x4 1-9-14(0-1-8) 1-9-14(0-1-8) LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a r1/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. 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) 1 = 41/1-9-14 2 = 30/1-9-14 3 = 11/1-9-14 Max Horz 1 = 18(LC 12) Max Uplift 1 = .10(LC 12) 2 = -21(LC 12) Max Grav 1 = 41(LC 1) 2 = 30(LC 1) 3 = 22(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-16; Vult=165mph f3 second LOAD CASE(S) gust) Vasd=128mph, TCDL=4.2psf; Standard BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior;2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer r Project engineer responsible for verifying app ied roof live oad shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a IC.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers paral'el to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical Connection ;by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any part cular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20°'u SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 . ' Th a safety alert sym use to attract your A altentlonl PERSONAL SAFETY ISINVOLVEDI When ga you s this symbol - BECOME ALERT - NEED ITS MESSAGE. JACAUTION: A CAUTION Identities safe operating practices or Indicates unsafe conditlons that could resuft in personal Injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It !a the resnonslblllttr of the Installer lbWlder, buMina contractor. licensed cmigometar, owtor or wrrc8on contmcmd to nroparly roaelyo. nmloed. aroso, handle. insIdandbrace meWplate connected wood trusses to protect /go and propeft Theineteger must exercise tho same high degree of safety awareness as with any other structural material. TPI does not Intend these recommendations to beirdsmtetedas euperlortothepro*lArchltect's or Engineer's design specification for handling, Installingand bracingwood trussesfor aparticularroof orfloor. These recornmendatlons are based upon As collective w"dence of leading technical CAUTION: The builder, building contractor, IkmrmW contractor, erector or erection contractor Is ad- vlsed to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling A Bracing Metal Plate Connected Wood Trusses, HIB-91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where fatluretotoilow Instructions or hood want• ing will most likely result In serious personal Injury or death or damage to structures. wmrlginta: A wtarfnttnla aascnaes a condition where fallureto follow Instructions could result in severe personal injury or damage to structures. ITe1 TRUSS PLATE INSTITUTE 063 D'Onotrlo Dr., Suite 200 MRdlsort, Wisconsin 53719 (400) 033.59M personnel Inthe wood truss industry, but must, dusto the natureof responsibilWas Involved, be presented as a guide forthe uee of a qualified building deslgner or lnataltsr. Thus, the`rrum Plate Institute, Inc. expressly disclalms any responsibility lordamages arising from theuse,app@cetlanorrelance ontherecommsndations and Information contained herein by building designers, installers, and others. Copyright 10 by Tnms Plata Irwihrte, Inc. All rights reserved. This deeumont or any part thereof must not be reproduced In any form without written permission of the publisher. Printed in the United Slates of America. UAu t wit: ARuamporillry DraCfng ertouid b#no lots than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together In accor- dance with design drawings prior to Installation. -7RUSS'STORAG1E- CAUTION: Trusses should not Abe unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Truselesstored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. Trusses stored vertically should be braced to prevent toppling or tipping. WARNING: Do not break banding until Installs. DANGER: Do not store bundles upright unless lion begins or lift bundled trusses by the bands. properly braced. DANGER: Walking on trusses which are lying EAWARNING: Do not use damaged trusses. __I rA flat lsextremelydangerous andshouldbestricily prohibited. Frame 1 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166 WARNING: Do not attach cables, chains, or A WARNING: Do not lift singlebveseswith spans hooks to the web members, greater than 30' by the peal fW MECHANICAL or lassJ L INSTAU ATM T� Y�truosf etl� !'i taws lenp Line Truss - - Lin. Truss spans loss than 30'. Lilting devices should be connected Strongback/ Spreader Bar to the truss top chord with a closed• Spreader"r loop attachment utillang materials 10' Toe N Toe In such as slings, chains, cables, nylon strapping, eto. of sufficient strength to carry the weight of the truss. Spreader Bar Toe in Less than or equal to 6o' Lass than or equal to 60' Aooroxl ately � —' % to VA truss length Tag Greater than W Una Tag Line Sirongback/ spresderear 10' 1a' In At or above MM1b mid -height Aarwoxlmately �1 ih to Y4 trussgth length Tag Tag Line Line Greater than 60' CAUTION: Temporary bracing shown In this summary sheet Is adequate for the Installation of Atrusses with similar configurations. Consult a reglslered professional engineer M a dMferent bracing arrangement Is desired. The engineer may design bracing in accordance wIth TPI's A Recommended Design SpeclllcaUun for Tempormy Bracing of Metal Place Connected Wood Trusses, DS84M, and In some cases determine that a wider spacing Is possible. GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTi:RIOR 7y0&0 ra.bwm u. M..bWWM Frame 2 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19.939 - 6401 NW 74 AVE. MAIMI FL. 33166 SPAR MIalum P CI# i k _ TOP C al p, LA P►CE t;PACIN TOP C bAGORAL 60Adw6 (oa # tr'raria UP1932' 411R so 2* t Over ]4' - 48' 02 a, It 7 Owwr481. 60' 1 Y' i 4 ova 60' See a reghrlered professional amiriew HIS - Fir -� SPF - ftn"wP Fir All lateral braces lapped at least 2 trusses. Topewrdseidwe Ldwoer brsedoen beddo baerrwrandswoeoollrpse rflwreMnodlpo� nd6raY� OlMondMrr^eMrwYwn�d bthr,ard�r.w.a tlrteV shadMealvwgae «e at.d»a teen. tsopwe a N+e rev chord. PITCHED TRUSS WARNING: FallurotofolloWttwooreoommondailonecould moult In severe personal Injury or damage to Uusssa or buildings. SPAN MINIMUM Pack OIFFERENC TOP CHORD LATERAL BRACE SPACING(LBg) TOP C1tOND DIAGONALBRACE' SPAct (D $ I#trusees Ult to 26' Over 26'- 42' 3.0 6'8Over ns 2'- 60' 3.0 S 3 Over 60' Sae a registered professional enginser OF: Douglas Fir -Larch SP - southern Pine HFFlen►-Fir sPF- Spruce-Pine-F1r Continuous Top Chord Lateral Brace � Required t I or Greater Attachment Required - All lateral braces lapped at least 2 trusses, �. _ Tpeherdaristusldasl�rbrsesdeu�6uo1N � �ti. s \ x� �„fe� bQdlwraedwuwoopNr+IrelwrsiHwdipd "-,��;�� \ .k,�. ,. ry +�' nrw+euq,peaawiersefnvehaiwet.nNMa btMun4agidsofWoioOchordwhenNdhw V �4 r. on dished I* Ow fop" of the hrp chord + Frame 3 SALVADOR Jt1RADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166 SPAN MINIMUM PITCH BOTTOM CHORD LATEPAL BRACE SPACING(LEW ROTTOM CHORD DIAGONAL BRACE SPACING (0 ial► trueeeaa Rain Up to 32` 4112 15' 20 1 Is Over 32' - 48' 4 12 15' 10 1 7 Over 40' - SO- 4 12 13' e; 1 q Over so' See a regloured Erafe&Wonal anal eer ur - Hem -Fir ru-Lmn 15Fl- Southern Pere HF sprue♦Pine-FIr All lateral braces lapped at leaal 2 trusses. Bottom chord diagonal bracing repeated at each end of the building and at some ! spacing as top chord diagonal bracing. 3 i WARNING! Failure to follow theAorecommendatlonscould reaultln severe personal injury ar damage to trusses or buildings. A 'o r Permanent continuous lateral bracing as specified by the Y truss engineering. BOTTOM CHORD PU4N6 q` WES MEMBER PLANE Frame 4 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 640 NW 74 AVE. MAIMI FL. 33166 Cross braaing repeated at each end of the building and at 20' Intervals. -A A SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAOONALBRACE SPACING (0" aittrussee SPJDF SPFIMF LIto 32' Xr a. Is 10 OVer 92' - 46' 4r 0, s Ovftr 48' • 41r $' 4 2 Over WO Sae a registered rofesalonal engineer DF - Douglas Flr•Larch SP - Southern Pine HF - (fear-Rr SPF - Spruce -Pine -Fir e 2x4/?a16 PARALLEL CHORD TRUSS Tapchords ThatfNe lahrah!!f braaad oss bucw toeatharand eaYa+eollapes irUrere u no dl aeo- aalWaehnp D4ponNbraa1neshoandbena4ad to are WrAkratda of alelapehardwUenpur"s woo" Swto*Ms.pw"ofama"ehotL ,r braoee 6P"d ��it IsasLtvlro ' r/Thhed u. diagonal brace for aarllilevered End diagonals aria firer, ftlfor trusses must be stability and must be dupllcatsll) on placed on vertical both ands o! the titles system. verbs In line with the eupporL Continuous Top Chord Lateral brace Rsguirad 10' or create r Attachment Required h?off 20'(08. AWARNING: Failure to follow these recommenda➢dlone could reauR In severe Personal Injury or damage to trusses or bulldings. A 4x2 PARALLEL CHORD TRUSS -TOP CHORD Top shreds sSaw rrlrnalr6raosd can befaltM seeeelefaf d orw oa lap.a puw. tone di.pa nalbradey. Dl+renNbaetaYshpddbanarted toe..ud. mwof th,.byehoed wI pvw" are xftwhsd bWe lopWdeof en lop chord. 16 ,$ 30'rori 30• or greater Continuous Top Chord Lateral Brace Required I(r or Greater N. Attechrnent Required -- / G �7,Yr q labiral brafaep lapped at End diagoneb fire eawntial.tior stability and must be dupWatKon both ends of the truse system. Frame 5 Trusses musthave lum- bar oriented In the horl- 2CMtai dlreotion to use this brace spaoing. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166 SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBgj TOP CHORD DIAGONAL BRACE SPACING (DBS) (4E trusses) IMF UP to 24'W3/1 0.17 12 Over 24'- 42 7' 10 6 Over 42'- 54 6'6 4 Over 54' registered professional engineer 1Y � —"� 3 or prom r & b s• DF - Douglas Fir -Larch SP - Southern Pine a r HF - Ham -Fir SPF - Spruce -Pine -Fir try All lateral braces lapped at least 2 trusses. Diagonal brace also required on # .� and verticals. ' ` Cormnuoua Top Chord Lateral Brace T Required Tap chaift tWom labmpy brad "a buolrls 100AMn1Wasuwaelip�Mtha►slsssdlops 'F +}':.:.:: ,,, , 10'oret6ater 14alsum1 mW*o(1MbDc1m whmpurOnsMOP am aftchw 1o"top" of aw tapabort Attachment MONO TRUSS +:, Required WARNING: Failure to follow these recommendations could result In severe personal Injury or damage to truaees or buildings. A PLUM I I Truss I Depth 1 Don) I I Lesser of Ir D/50 or 2" Maximum Plumb Misplacement Line INSTALLATION TOLERANCES Length LOn) t 4• 1' Lesser of L/200 or 2' Don) 12' 36' 3 4' 3' 7r 1-1 r Hd lair 3 1.0n) L(In) L/200 L(ft) 50"fl*12. I W 3/4• LQn) Lasser of L/2aa or 2' Lon) L/200 L(ft) 200" 1" 16.71 25W 1-1 4' 20.6' 300" 14/r 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should JAWARNING: Do not cut trusses. IlAon constructionloadsofanydescriptionbepfaced unbraced trusses. Frame 6 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICAL (EXCEPT AS SHOWN) DESIGN CONFORMS WI NDS SPECS. FBC2020.THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS READ.) CONSULT BLDG. ARCHITECT. OVERHANG DETAILS MAXIMUN OVERHANG GRADE OF LUMBE I 2X4 2X6 # 2 SO.PINE 2'-0" 3'-2" S.S. SO -PINE 2'-2" 3'-4" NOTES: OPTIONAL VERTI A) ALL CONNECTORS SPEC. MUST BE INSTALLED PER MFG. SPECIFICATIONS. C) FOR TRUSS DATA,LUMBER,PLATES, ETC. REFER TO INDIVIDUAL ENG. DRAWINGS. D) THIS HAS BEEN DESIGNED FOR THE LOADS GENERATED BY 175 MPH. WINDS AT 26' ABOVE GROUND LEVEL ASCE 7-16 COMPONENTS AND CLADDING AND 7.0 PSF TOP CHORD AND 3.0 PSF B, CHORD DEAD LOAD ARE BEING USED.THE DESIGN ASSUMES OCCUPANCY CATEGORY II, TERRAIN EXPOSURE C AND INTERNAL PRESSURE COEFFICI CONDITION I. 2X4 OR MAX. 1'-6" WIOUT LEDGER P'ER AND HANGER (BY BLDR.) A. MAX. 4'-6" 4 s 2 APPRO P R �.o �ggS �O.14C. DES. BY MM DADE TRUSS % = CHECKED BY-;— Comparry Inc. pf ,' OF 6401 N.W. 74 AVE MIAMI, FLA. 33165 2 STATEDATE U1101I21 DADE {3D5) M4245 BROWARD (305) 4UMN � F ,� � � Q DRAWING MM WATTS„A00�66.7842 FAX' .(3a5)4TT2 ,'.AT /�'• ` JOB No. oNAL E Minimun Grade Of Lumber PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 ORD A GALVANIZED STEEL (EXCEPT AS SHOWN) 2X4 Syp. No. 2SP PLATE DUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2020 THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (MI[CH IS ALWAYS REOD.) CONSULT BLDG. ARCHITEC FOR CONNECTION OF CORNER JACK SEE ENG rl•�i�7' � .\ 41 a INDICATES DEAD LOAD ON 0 A) ALL CONNECTORS SPEC. MUST BE INSTALLED PER MFG. SPECIFICATIONS. B) HANGERS REQ'D FOR TRUSSES LESS THAN 12'-0" SPAN (UNDER 650# (REACTIONES)1 MUST BE SUPPLIED BY BLDR. 1 C) FOR TRUSS DATA, LUMBER, PLATES, ETC. REFER TO INDIVIDUAL ENG. DRAWINGS,. D) THIS HIP SET HAS BEEN DESIGNED FOR THE LOADS GENERATED BY 146 MPH WINDS AT 25 FT. ABOVE GROUND LEVELASCE 7-16 COMPONENTS AND CLADDINCG AND 7.0 PSF TOP CHORD AND 3.0 PSF BOTT. CHORD DEAD LOAD ARE BEING USE©. THE DESIGN ASSUMES OCCUPANCY CATEGORY II, TERRAIN EXPOSURE C AND INTERNAL PRESSURE COEFFICIENT CONDITION I. Im J03 THROUGH JOT) '-0" TO 7'-0" F PUSP ANGLE (OR EQUAL) AND Al18d TOE MAILS (BY BLDR.) 0.01-0417-11 IMAX. REACTION 385#j -16d TOE NAILS HMi011% 2-16d TOE NAILS) Vki rs LOADING, PS APPRO'� E TR1 S Co. INC. MS. BY : MM TOP LIVE 30 TOP DEAD : 15 JACK DETAIL (7'-0" SETBACK) Da U ', STATE OF t tl�IECKED 8Y 01l0121 BOTTON 10 aWI FA 74 AVL YWO, its ml o ' •,�� �' . •' W�4 �OR►D.,. ► TOTAL SS i aoc r� �lawwo wae) J BwNo. _ _ Minimun Grade Of Lumber PLATES ARE MITEY M20-249,20C MANUFACTURE) FROM ASTM A 466 GRID A GALVANIZED STEEL (EXCEPT AS SHOWN) 2X4 Syp. No. 2 SP PL4 E MUST 6E INSTALLED ON EA FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NG5 SPECS, FBC 2020 THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS AUWAYS REQO.) CONSULT BLDG. ARCI-ITEC USF 1" 20G CALVE. METAL STRAP NAILED W/2-10d NAILS ON EA. MEUBER. PER FACE, OR 2 HURRICANE CLIPS. ONE ON E.A. FADE OF TRUSS. (BY BLDR.) TYP. 4' 0" I— - ;L I I 12'-O" I 16,ay, VALLEY SET CONNECTION DETAI 12 PITCH VARIES (TYP.) 6' WEDGE NAILED TO TRUSS W/2-16d NAILS. (BY BLDR.) TYP. VERTICALS @ 6'-0" 0 C MAY, OVER 24'-0" +;'_0° MAS-151DI TRUSS SYMMETRICAL ABOUT CENTER LINE EXCEPT AS SHCOWN SPL. 20-6* AND OVER VALLEY t. LMMONRU`;SE5 A I L 2X4 VALLEY CATS (EY BLOR.) E 2' SPOOF • C F • �D FC)R130. INC. DARE TRUSS co.pony Inc. C 6101 11.11 71 AVE_ M1AIf1, F1A 93166'.• STATE Or tot Off 1305) %2-145 BIRD-% Orb) T s VAT's 1-5m M1-2342 FAx: 13651 4. -swMal Q SSIONAL !.-00�• CES. BY MM HECKED BY SJ SATE _ 01101121 "RAWING JOB No. I I 12'-O" I 16,ay, VALLEY SET CONNECTION DETAI 12 PITCH VARIES (TYP.) 6' WEDGE NAILED TO TRUSS W/2-16d NAILS. (BY BLDR.) TYP. VERTICALS @ 6'-0" 0 C MAY, OVER 24'-0" +;'_0° MAS-151DI TRUSS SYMMETRICAL ABOUT CENTER LINE EXCEPT AS SHCOWN SPL. 20-6* AND OVER VALLEY t. LMMONRU`;SE5 A I L 2X4 VALLEY CATS (EY BLOR.) E 2' SPOOF • C F • �D FC)R130. INC. DARE TRUSS co.pony Inc. C 6101 11.11 71 AVE_ M1AIf1, F1A 93166'.• STATE Or tot Off 1305) %2-145 BIRD-% Orb) T s VAT's 1-5m M1-2342 FAx: 13651 4. -swMal Q SSIONAL !.-00�• CES. BY MM HECKED BY SJ SATE _ 01101121 "RAWING JOB No. Minimun Grade Of Lumber PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT SYMMETRICALLY (EXCEPT AS SHOWN) DESIGN CONFORMS W/NDS SPECS, FBC 2020 2X4 Syp. No. 2 SP THIS DESIGN IS FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS REOD.) CONSULT BLDG. ARCHITEC LATERAL pR4CE PER TRVSS DES" WITH 2-10d NAILS PEA WEB FOR FORCES UP TL 4600 Ibi. FORCES IN Excess OF 4600 RIi REWIZE5 2`6 /7 OR BETTER. NOTE. PROMO£ x-BRACING AT W-0' INTERVALS fOR WEB FORCES UP TO 25w Rn. ANO AT TO'-0' FOR FORCE GREATER THAN 2b09 itm "�P'ilil;iif4 j Ri= Pd/l OR X-8RRAEEOA TCASjDTED LATERAL BRACING DETAIL ON THIS O£TA7L, ALT. LATERAL BRACING DETAIL T00 a e' O.C. TrP TRUSSES 0 24' T-BRACE SATA[ SIZE O.0 TTP AND GRAOf AS WEB T-BRACE wTH WEE (2a6 WAR_' 10d NMLS O 6' O.C. rfp. WEB SECTION DETAIL NOTE: BRACE MUST BE aOX THE LENGTH OF THE INES. THIS OETAR. IS TO BE USED AS AN - ALTMNATE FOR CONTINUOUS LATERAL. BAAC:NC, LATERAL BRACING DETAIL D"D 1w- W1 11.T. 74 ►YE. IQ►IQ. M 331" DABS poi W-C46 WMA 40-ME rKfls 1-800-26-M2 FAIL 177-M E FOR DADVRUSSa,- III. :. STATE OF .:"4:0 Ft ; DE$. BY INM CHECKED BY SJ D I 01r01121 DRAWING JOB No. Hanger Index HangerOptionsMatrix................... ...... ............. 98-99 Solid Sawn Joist Hangers • Face Mount ............................................. 100-119 • Sloped and Skewed ................................ 114-119 • Top Flange ............................................... 122-134 • Specialty ........................................... 120,136-137 Fire Wall Hangers ......................................... 229--233 Hanger Load Table Explanation ' ' This icon identifies products approved for installation with Simpson Strong -Tie Strong -Drive SD Connector screw. See pp. 335-337 for more information. Gauge: Min./Max.: Refers to min. or max, nailing for products with round and triangle holes. Min. nailing uses round holes. and max, nailing uses round and triangle holes to achieve maximum load. I Joist Size: Model No.: Product Nails: This shows This shows This is the material the fastener the size of Simpson thickness. quantity and type joist member. Strong -Tie required to product name. achieve the table loads. v i SIMPSON Strong. -Tie I -Joist, Glulam and Structural Composite Lumber Connectors • Face Mount ............................................. 139-150 • Adjustab e........................................................ 151 • Sloped and Skewed ................................ 152-155 • Top Flange ............................................. 159-183 Plated Truss Connectors .............................. 186-228 Masonry and Concrete Connectors ............. 234-259 Load Duration: Installed Cost Index: Assumed duration factor used This indicates the to determine the allowable load. products relative installed cost (combined cost and Allowable Design Loads: The installation cost). maximum load that a -..: �cti is designed to provide Uplift Floor, Snow, Roof, Da I A_`� Dimensions (in.} Faste rs (in.) DF/SP Allowable Loads installed Joist Model Ca' MinJ Cost Index Code Size Na. Max. Header Joist UpliftTF,17oorinow Roof (ICI) Ref. (160}115) (i25) Sawn Lumber Sizes LUS26-2 18 31, 41/a 1 2 -4 0162 x 31/2 (410.162 x 311 1,060 1.030 1,170 1.265 Lowest U26-2 16 31/8 5 2 (8 0,162 x 31/2 (4) 0.148 x 11/2 535 1.150 1.305 1.410 +65% 2X6 HUS26-2 14 31s 5416 2 I — 14) 0162 x 3'h (4) 0.162 x 3'1h 1.165 11055 1.195 1.290 +172% IBC, L LA 14 314 53A 2'k Min 18) 0162 x 31,, (4) 0148 x 1'k 755 1190 1.345 1.440 +233% HU26.21HUC26-2 14 I 1 s 5Vs 1 2'h Max 112) 0.162 x 3,5 (6) 0148 x i '1h 1 135 1185 2,015 2,165 +254% This icon identifies products that are available with additional corrosion protection. See p.12 for additional information. 94 \V Dimensions W, H, B: This shows the product dimensions (width, height and bearing length in this case.) referenced in the product drawrin g. Nails: 0.162" x 31/2", 0.148- x 1 %2". Code Ref.: See pp. 21-22 for other nail sizes aril information. See p.12 for the Code Reference Throughout this catalog, the table Key Chart, to fastener size indicates the required nail determine wh'ch diameter and length. See pp. 21-22 for code reports load adjustment factors for alternative include this fasteners used with some connectors. product All installations should be designed only in accordance with the allowable load values set forth in this catalog. Product Drawing: Provides a graphic presentation of the product with dimensional information (often cross referenced to the table). Simpson Strong-Tie'Wood Construction Connectors Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower w installed cost, or a combination of these features. The doutAC shear hangr;• sems, ranging fwgn the light cal ma ty LUS hanges to the highast ca.�aciht HrIUS handers, feature innovative double shear nailing that distributes the toad through Nvo points on each joist nail for grey tL3r strength. This allows for fewer nails. faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAV coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. + Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart a Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on 00 some models) V 19r 2X's W1 for4Xs e r a C O H h I cC � � 6 `X W LUS28 HHUS210-2 64, •ly 0 G 6 —`IN — .Strong -Tie 1 rh' tYP. f C • guy C b' g . �MUS28 8 0 NO." u HUS210 ' (HUS26, HUS28, and HHUS similar) 6 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) tZ ■ 193 4 a ■ LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model No. Min. Height Heel Ga. Dimensions (in,) Fasteners W H g Carrying Member Carried Member Single 2x Sizes LUS24 2% 18 ,%6 3% 1Y4 (4)0.148x3 (2)0.148x3 LUS26 4;h 11ie 04 1Y4 (4)0.148x3 (4)0.148x3 MUS26 41Ye 18 11t6 51s 2 (6) 0,148x3 (6) 0148 x 3 HUS26 4 tis 16 1 % 5% 3 (14) 0.162 x 3 %s (6) 0.162 x 3'h HGUS26 06 12 1 % 5% 5 (20) 0,162 x 31h (8) 0,162 x 3'A LUS28 41'is 18 1 its 6% 1!5 (6) 0.148 x 3 (4) 0.148 x 3 MUS28 6ii6 18 1 e/i6 61YI6 2 (8) 0148 x 3 (8)0.148 x 3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 31h (8) 0.162 x 31/2 HGUS28 6Vi6 12 1 % 71A 5 (36) 0162 x 31h (12) 0162 x 31/2 LUS210 41/4 18 1 die 71i'te 13/4 (8) 0148 x 3 (4) 0.148 x 3 H US210 83A 16 1 % 9 3 (30) 0.162 x 31/2 (10) 0162 x 3'h H' US210 8�'ie 12 1 % 91A 5 (46) 0.162 x 31/2 1 (16) 0.162 x 3'/s 1. See table below for allowable loads. Strong -Tie These products are available with additional corrosion protection For more information, seep. 15. Q For stainless -steel fasteners, see p. 21. Many of these products are approved for installation MI with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. DF Allowable Loads SP Allowable Loads SPF/HF Allowable Loads Mode! No. Uplift (160} Floor Snow (100) (115) Roof (125) Wind Uplift (160) (180) Floor (100) Snow (115) (Roof (125) Wind (160) ] Uplift (160) Floor Snow (100) {115) R00f I(125) Wind (160) Code Ref. Single 2x Sizes LUS24 435 670 765 820 1.045 435 725 825 890 1,120 360 495 565 605 1 770 LUS26 1,165 865 990 1,070 1,355 1.165 935 1,070 1,150 1.475 865 635 725 785 1 1,000 IBC, FL, MUS26 930 1,295 1,480 1,560 -1.560 930 1.405 1,560 1,560 1.560 810 955 1,090 1,180 1,350 LA HUS26 1,320 2,735 3.095 3.235 3,235 1,320 2.960 3.20A 3260 3.280 1J50 2,350 2.660 1,780 2,780 HGUS26 815 4.340 4,850 5J70 5,390 815 4,690 5,220 5.390 5,390 180 3,225 3.610 3,870 3,985 18C. FL LUS28 1.165 1.100 1.260 1.350 1.725 1.165 1.195 1.360 1.465 1.730 865 810 925 1,000 1.270 MUS28 1.320 1.730 1.975 2,125 ?,255 1,320 1,875 2,135 2,255 2,255 t,150 1,270 1,455 1,575 1,955 IBC fL. LA HUS28 1.760 4.095 4,095 4.095 4.095 1.760 4,095 4.095 4.095 4.095 1.480 3.520 3,520 3.520 3.520 HGUS28 1.650 7.275 7.275 7.275 7.275 . 1.650 7.275 7,275 7,275 7,275 1,325 3,670 3,820 3.915 4,250 IBC. FL LUS210 1,165 1.335 1.530 1.640 2.090 1,165 1,450 1.655 1,775 2,270 865 985 1,120 1.215 1,500 IBC, FL. HUS210 2,635 5,450 5,795 5,830 5.830 2.635 5,395 5.780 5,830 5.530 2.220 4,685 4,965 5,015 5,015 LA H6, S210 2,090 9.100 9.t00 9.100 9100 2.090 9.100 9.100 9.100 9.100 1.545 6.340 67,10 6.730 1 6.730 1 03.FL 1, For dmensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS -- Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and;'o( sloped to a maximum of 45' • For skew only, maximum allowab%e download is n.85 ,)f the table load • For sloped only or sloped and skewed hangers. the maximum allowable download Is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0 72 of the tattle load, not to exceed 2 4(n lb. • The joist must be bevel -cut to allow for double shear na ng HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45`. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel out 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side Specify angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 11514 UPDATED 12/01/20 LUS/MUS/HUS/HHUS/HGUS 9 These products are available with For stainless additional corrosion protection. Q steel fasteners. For more information, see p. 15, see p. 21, Many of these products are approved for installation ®1 with Strong -Drives SD Connector screws. See pp. 335-337 for more information. SIMPSON Strong -Tie Model Min. Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads Heel Height Ga. W H g Carrying Member Carried Member Uplift (160) Floor (100) Snow Roof (115) (125) Wind (160) Uplift (1601 Floor (100) Snow (115) Roof (125) Wind (160) Code Ref. Double 2x Sizes LUS24-2 2 Y4 18 3'/s 3'/s 2 (4) 0.162 x 3'h (2) 0.162 x 3 °h 410 800 905 980 1.245 355 690 780 845 1.070 LUS26.2 4s/6 18 31A 4'A 2 (4) 0.162 x 31h (4) 0.162 x 3'h 1.060 1,030 1,170 1,265 1,595 910 885 1,005 1,090 1.370 HHUS26-2 431s 14 3y6 53A 3 (14) 0.162 x 3 � (6) 0.162 x 31h 1.320 2,830 3.190 3.415 4.250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 Of 12 31 5 5%s 4 (20} 0.162 x 3112 (8) 0.162 x 31h 2.155 4.340 4,850 5.170 5,575 1.855 3.730 4,170 4,445 4,795 LUS28.2 4946 18 3'/s 7 2 (6) 0.162 x 3'h (4) 0.162 x 3'h 1.060 1,315 1,490 1,610 2,030 910 1.130 1,280 1.385 1,745 IBC. FL. HHUS28-2 63Ss 14 33Ss 71/4 3 (22) 0.162 x 31h (8) 0.162 x 31h 1,760 4,265 4,810 5.155 5.980 1.515 3.670 4.135 14,435 5,145 LA HGUS28-2 69AG 12 3%6 7Y,,6 4 (36) 0.162 x 3112 (12) 0.162 x 31h 3235 7,460 7.460 7,460 7.460 2,780 6,415 6.415 6.415 6,415 LUS210-2 6%6 18 31/a 9 2 (8) 0.162 x 31h (6) 0.162 x 31h 1.445 1.830 2.075 2.245 2,830 1,245 1.575 1,785 1,930 HHUS210-2 83's 14 N6 8'A 3 130) 0.162 x 3'h (10) G.162 x 3!h 15 50 5,705 6.435 B.185 6,465 3.335 4,905 5.340 5.060 q HGUS210-2 89,6 12 Nis 9356 4 (46) 0.162 x 3'h 06) 0.162 x 3 h 4.095 9.100 9,100 9,100 9.100 3,520 7.460 7.825 7.825 Triple 2x Sizes HGUS26-3 4'iA6 12 4'�Y1s 51h 4 (20) 0.162 x 31h (8) 0.162 x 3'h 2,155 4.340 4.850r7.46O 5,575 1,855 3,730 4,170 4,445 4,7135 IBC, FL, HGUS28-3 6'3As 12 4%G 7Y4 4 (36) 0.162 x 31h (12) 0.162 x 3'h 3.235 7.460 7,460 7.460 2,780 6.415 6,415 6.415 6,415 LA HHUS210.3 83A 14 4,Y,6 8'A 3 (30) 0.162 x 3'h (10) 0.162 x 31h 3.405 5.630 6,375 6.485 2,930 4,840 5,485 5.575 5.575 FL HGUS210-3 81356 12 4'4Sa 9'/4 4 (46) 0.162 x 3'h (16) 0.162 x 3,h 4,095 9.100 9,100 9.100 3.520 7.825 7.825 7,825 7.825 HGUS212-3 10% 12 4'34s 10Y'4 4 (56) 0.162 x 3'h (20) 0.162 x 3'h 5,695 9,045 9,045 9.045 4,900 7,780 7,780 7,7807.780 BC FL. LA HGUS214 3 12�a 12 4'i56 12�4 4 (6fi) 0.1fi2 x 3'h (22) 0.162 x 3 h 5,fi95 10,125 10,125 10,125 4,900 8,190 8.190 8,190 8,190 Quadruple 2x Sizes HGUS26.4 5'h 12 65is 51s 4 (20) 0.162 x 3'h 8J 0.162 x 3'h 2,155 4,340 '4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC. FL, HGUS28-4 7'/4 12 69/i6 73H6 4 (36) 0.162 x 31h (12) 0,162 x 3'h 3.235 7.460 7.460 7,460 7,460 2.780 6.415 6.415 6.415 6.415 LA HHUS210-4 83's 14 6'A 8'A 3 (30J 0.162 x 31h (10) 0.162 x 31h 3,405 5.630 6.375 6.485 6.485 2,930 4,840 5,485 5,575 5.575 FL HGUS210-4 9'% 12 69/4 934s 4 (46) 0.162 x 3'h (16) 0.162 x 316 4.095 9.100 9,100 9.100 9,100 3.520 7,825 7,825 7.825 7,825 KGUS212.4 10% 12 614s 10% 4 (56) 0.162 x 31h (20) 0.162 x 31h 5.695 9,045 9.045 9.045 9,045 4.900 7.780 7,780 7.780 7.780 IBC FL. LA HGUS214-4 12% 12 fits 12% 4 (66) 0.162 x 3'h (22) 0,162 x 3'h 5, 995 10,125 10.125 10.125 10.125 4,900 8,710 8,710 8,710 8,710 4x Sizes LUS46 4% 18 TY* 4Y4 2 (4) 0,162 x 316 (4) 0,162 x 3 ti 1,060 1.030 1.170 1,265 1,595 910 885 1,005 1,090 11.370 1 IBC. FL HGUS46 4'h6 12 3% 4'/16 4 (20) 0.162 x 3'h (8) 0.162 x 311z 2,155 4.340 4,850 5.170 5,575 1,855 3,730 4.170 4,445 4,795 HHUS46 41'15 14 3% 5Ne 3 (14) 0.162 x 31h (0) 0.162 x 31h 1,320 2.830 3.190 3,415 4,250 1.135 2,435 2,745 2,935 3,655 LUS48 43A 18 3Y,s 63/4 2 (610.162 x 3'h (4) 0.162 x 31h 1.060 1,315 1.490 1.610 2,030 910 11,130 1,280 1.385 1,745 16C, FL. HUS48 b l .}6 14 3)`16 7 2 (6J 0.162 x 31h (6) 0.162 x 3'/z 1.320 1.580 1.790 1.930 2.415 1.135 1.360 1,540 1.660 2,075 LA HHUS48 6112 14 36A 71A 3 (22) 0.162 x 31h (8) 0.162 x 31h 1.160 4,265 4,810 5,155 5,980 1.51;, 3,670 4,135 4,435 5.145 HGUS48 631% 12 3% 7�56 4 (36) 0,162 x 31h (12) 0.162 x 31h 3.235 7,460 7,460 7,460 7,460 2.780 6.415 6,415 6,415 6,415 LUS410 61/4 18 Ne 83/4 2 (8) 0.162 x 31/2 (6) 0.162 x 31h 1.445 1.830 2,075 2,245 2,830 1.24b 1.575 1,785 1,930 2,435 HHUS410 83A 14 3% 9 3 (30) 0.162 x 31h (10) 0.162 x 3% 3,550 5.705 6,435 6.485 6,485 3.265 4.905 5,535 5.575 5.575 HGUS410 87% 12 3% 91'6 4 (46) 0.162 x 31h (16) 0,162 x 344 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7.825 525 IBC. FL, LA HGUS412 10%6 12 35A 10'/,6 4 (56) 0.162 x 31h (20) 0.162 x 31/2 5 605 9.045 9,045 9 }45 r1 D4 4,900 7780 7.7,30 7.78E 7.780 HGUS414 11 %1s 12 3% 12%s 4 (66) 0.162 x 3'h (22J 0,162 x 3'h 5.695 10,125 10,125 10,i25 10.i25 4.900 8.190 8,190 8,190 8.190 Double 4x Sizes HGUS7.37/10 8'/1s 12 7ys 8�,a 4 (46) 0.162 x 3'h (16) 0.162 x 31k 3,43D 97095 9,D95 9.095 9A95 2,950 7.$20 7,820 7,820 7,820 HGUS7.37112 10Mr, 12 736 10 its 4 (56) 0.162 x 31h (20) 0.162 x 31h 3,835 9,295 9,295 1 9.295 9,295 3.300 7,995 1 7,995 1 7,995 7,995 FL HGUS7.37/14 11 Me 12 73A 121/,6 4 1 (66) 0.162 x 31h (22) OA62 x 31h 1 5,080 110,50010,500 10,500 10,500 4,370 9,030 9.030 9,030 9.030 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162- x 21h' nails in the header and 0.162' x 31n' in the joist. with no load reduction. With single 2x carrying members. use 0.148' x 11h' nar s in the header and 0.148' x 3' in the joist. and reduce the load to 0,64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length, See pp. 21-22 for fastener information. a 195 UPDATED 12/01/20 11 0 1105 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are prov ded for gaps between the end of the truss and the carrying member up to'/f max, to allow for greater construction tolerances (maximum gap for standard allowable loads is 'A" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 67 %2°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drives SD fasteners. Cotles: See p.12 for Code Reference Key (;hw. Min. heel height per table mMany of these products are approved for installation with Strong -Drivel SD Connector screws. See pp. 325-337 for more information - HTU26 truss and carrying member HTU Installation for Standard Allowable Loads `for Ire' manmum gap, use Alternate Allowable Loads.) Standard Ahowabie Loads (1/8" Maximum Hanger Gap) SIMPSON Strong' -Tie Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model Min. Dimensions (in.) Fasteners (in.) DFISP Allowable Loads SPFIHF Allowable Loads No. Heel Height W H 8 Carrying Member Carried Member Uplift [1fi0) Floor (10D) Snow (115) Roof (125) Wind (160) Uplift (160) Floor (100) Snow Roof (115) (125) Wind (16D) Cade Ref. Single 2x Sizes HTU26 3lrr 1 % 57Ae 3'h (20) 0.162 x 3 �i (11) 0.148 x 11h 640 2.670 1 2,670 '?.,670 2,670 550 1.680 1,680 1,680 1.680 HTU26 (Min-) 3% 1 % 57Aa 3'h (20) 0.162 x 3'h (14) 0.148 x 1'fi 1,250 2,940 3,200 3,200 3,200 1,075 1,852 2,015 2,015 2,015 HTU26 (Max.) 516 1 % 5%1s 3'1/2 (20) 0.162 x 31h (20) 0,148 x 11/2 1,555 .2,940 3.320 3,580 4.010 1,335 2.530 2.855 3,080 3,450 IBC. HTU28 (Min.) 3rA 1 % 7'11a 3'h (26) 0.162 x 31/2 (14) 0.148 x 1'12 1.235 3.820 3.895 3.895 3,895 1,060 2,865 2.920 2,920 2,920 FL, HTU28 (Max.) 7%. 1% 7yie 31h (26) 0,162 x 31/2 (26) 0.148 x 11/2 2,0211 3,820 4.315 4,65E4, 5.435 1,735 3.285 3,7iO •iA(}5 4,675 LA HTU210 (Min.) 37A 1 % 9Me 3'1 1 (32) 0,162 x 31/2 1 (14) 0.148 x 1'b 1.330 4.300 4.300 4.300 4.300 1,145 3.225 3,225 3.225 3,225 HTU210 (Max.) 9% 13b 9Y4 3'h 1 (32) 0.162 x 3'h 1 (32) 0.148 x 1'h 3.315 4,705 5,310 5,730 5,995 2,850 4,045 4,565 4.930 5,155 Double 2x Sizes HTU26-2 (Min.) 3% 3Vs 57As 31h (20) 0.162 x 31h (14) 0.148 x 3 1.515 2.940 3.320 3.580 3.910 1.305 1.850 2,090 2.255 2,465 (Max.) 51/2 3316 57A6 31h (20) 0.162 x 31h f20) 0.148 x 3 2.175 2,940 3.320 3,580 4.480 1,870 2,530 2.855 3,080 3.855 .HTU26-2 HTU28-2 (?Ain.) 3r/a 31`1s 7 %s 3 !,� (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4.310 4,310 1,315 2.865 3.235 3,235 3.235 t8C HTU28-2 (Max.) 71ii 31ia 7 °/w 3 �i (26) 0.162 x 31h (26) 0.148 x 3 3.485 3,820 4315 4.655 5,325 2.995 3.285 3,710 4.005 5.010 FL LA HTU210-2 (Min.) 31A 3y6 9Y1e 311 (32) 0.162 x 3'f2 (14) 0.148 x 3 1.755 4,705 4.815 4,815 F4,815 1.510 3.530 3,610 3,610 3,610 HTU210-2 (Max.) 9'/e 3i1a I 9Yia 31h 1 (32) 0.162 x 3'h (32) 0.148 x 3 4,110 4.705 5.310 5.1-30 16.515 3,535 4,045 4,565 4.930 5.605 1, The maximum hanger gap is measured between the joist (or truss} end and the carrying member. 2. Minimum heel heights required for full table loads are based on a minimum 2 12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no lurther increase allowed. Reduce where other loads govern. 4. Wind (160) is a download rating. 3. For hanger gaps between 'Is' and W, use the Alternate Allovrabte Loads. t;. Truss chord cross -grain tension may limy t allowable pads in accordance with ANSIITPI 1-2014. Simpson Strong-Tre° Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information. contact Simpson Stfong-Tie. !. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1112 nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger (cont.) MMany of these products are approved for installation -Mth Strong -Drive' SD Connector screws. See pp. 335-337 for more information, Alternate Installation Table for 2x4 and 2x6 Carrying Member StrontTie Min. Minimum Fasteners (in.) OF/SP Allowable Loads SPF/HF Allowable Loads Model No. Heel Height t CarMember Carried Floor Snow Roof Floor Snow Roof ind Cade Ref. Member Member (160) (100) (115) (125) {ift 160) (1ind 60) (100) I 5) (125) (ift 160) HTU26 (Min.) 37/6 (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1'/z 64, 1,470 1,660 1.7,10 1.875 795 1,265 1,430 1,540 1.615 HTU26 (Max.) 5'h (2) 2x4 1 (10) 0.162 x 3 h 1 (20) 0.148 x 1 h 1.2-10 1.470 1,660 1,790 2.220 1:165 1,265 1,430 1,540 1,910 IBC, FL. HTU28 (Max.) 71/4 (2) 2x6 (20) 0.162 x 31h (26) 0.148 x 11h 1.920 21940 3.320 3,580 3.905 1,650 2,530 2.655 3.080 3,360 LA HTU210 (Max.) 9 Y. (2) 2x6 (20) 0.162 x 31h (32) 0.148 x 1 h 2,860 2,940 3,32.0 3.5ti0 3,905 2,475 2,530 2.855 3,080 3.360 1. See table below for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is V. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener informal ro Alternative Allowable Loads (1/2" Maximum Hanger Gap) Min. Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads Model No. Heel Height WITH D Carrying Carried Member Memher Uplift (160) Floor (100) Snow (115) Aaaf (125) Wind (160) Uplift (160) Floor (100) Snow (115) Roof (125) Wind (160) Code Ref, Single 2x Sizes HTU26 3'h 1 % 5% 3'h (20} 0.162 x 31h (11) 0.148 x 1 h 635 2,395 2.395 2 395 2.396 545 1510 1 510 1.510 1.510 HTU26 (Min.) 3'/6 1 % 5%, 31h (20)0.1620h (14) 0.148 x 11h 1.175 2,940 3,100 3.100 3,100 1,010 1.955 1,955 1,955 1,955 HTU26 (Max.) HTU28 (Min.) 51h 3'A 1 % 1 % SIAG 7/6 31/z 3'h (20) 0.162 x 3'h (26) 0.162 x 31h (20) 0.148 x 1 h (14) 0.148 x 11h 1,215 1.110 2.940 3.770 3,320 3.770 3.580 3,770 3.630 3.770 1.045 955 1,850 2.825 2,090 2,825 2,285 2.825 2,285 2.825 lBC, FL. HTU28 {Maxi 7 Y. 13a 7 h6 31h (26) 0.162 x 3'h (26) 0.148 x i'h 1,9t54, ,820 :.:i1 7.655 5.015 1.695 2.865 '!,2:i5 3.491� 3.765 LA HTU210 'Min) 31A 1 % 9Yie 31/i (32) 0,162 x 31h (14) 0.148 x 1 h 1,2,600 3,600 3.600 3.600 1,075 2.700 2.700 2,700 2,700 HTU210 ',Max . 91/4 1 % 9Ys6 31h (32) 0.162 x 3'h (32) 0.148 x 1'h 3,2705 5,020 5,020 5 020 1 2.800 1 3,530 3,765 3,765 i 765 Double 2x Sizes HTU26-2 ;Min.) 3'/6 3316 5%r6 315 (20) 0.162 x 3 !6 (14) 0.148 x 3 1,515 2,940 3.32C 3,500 3,500 1,305 2205 2205 2.205 2.205 HTU26 2 (Max.) 51h 35A6 5% 3 Yz (20) 0,162 x 3%i (20) 0.148 x 3 1.910 2,940 3.3K 3.500 3.500 1,645 2,205 2205 2.205 2.205 HTU28 2 ;Min.) 3'/8 3-14 7 Y16 31h (26) 0.162 x 3 h (14) 0.148 x 3 1,490 3.820 3.980 3,980 3,980 1.280 2,865 2.985 2,985 2,985 IBC FL HTU28-2 (Max.) 71/4 3%a 7Y6 31h (26) 0.162 x 3'/z (26) 0.148 x 3 3.035 3.820 4.315 1.655 5,520 2.610 2.865 v.' }5 490 d 14;: LA HTU210-2 (Min.) 31/4 35/i6 9 Y6 31h (32) 0.162 x 3'h (14) 0.148 x 3 1,755 4,255 4.255 4,255 4.255 1,5i0 3.190 3.190 3,190 3,190 HTU210-2 (Max.) 91/e V6 9 Y6 31h (32) 0.162 x 3'h (32) 0.148 x 3 3,855 4.705 h,310 5, /30 6,470 3.315 3.530 3.980 4,300 4,855 t. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table loads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern 4. Wind (160) is a download rating. 5. For hanger gaps between'/' and'/'. use the Alternate Allowable Loads, 6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVipI 1-2014. Simpson Strong -Tie' Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply2x carrying member. For single 2x cawing members, use 0.149- x 1 !'i nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 10040 of the table load. 6, Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 47 a V 197 UPDATED 06/01/19 ■ HTU Face -Mount Truss Hanger (cont.) Options: See Hanger Options information on pp. 98-99. Skewed Seat • Skewable up to 67W + Available in single and two-ply size • No bevel cut required Allowable Loads for Skewed HTU Hangers Model No. Skew Angle (Degree) Fasteners (in,) DFISP Allowable Loads SPF/HF Allowable Loads Carrying Member Carried Member Uplift (160) Download (100111IN125) Uplift (160) Download (10011151125) < 51 (20) 0.162 x 31h (14) 0.148 x 11'A 1.315 2,945 1,130 2.530 HTU26 51-67Y¢ (20) 0.162 x 3 h (12) 0.148 x 11h 970 2.595 835 2.230 < 51 (26) 0162 x 3 h (20) 0,148 x 1 h 2.015 3 060 1730 1 2,630 HTU28 51-671h (26) 0.162 x 3 h (17) 0.148 x 1 h 1,485 2.815 1280 2,420 < 51 (32) 0.162 x 31h (26) 0.148 x 1'h 2.715 3.175 2335 2.730 HTU210 51-6716 (32) 0,162 x 3 °h (22) 0.148 x 1'h 2.005 3,040 1.725 2,615 < 51 (20) 0162 x 3'h (14) 0.148 x 3 1.335 2.555 1,145 2,200 HT026-2 51-671h (2010.162 x 3'h (12) 0.148 x 3 1,110 2.700 955 2.320 < 51 (26) 0.1622 x 31h (20) 0.148 x 3 2,470 3 890 2.120 3.345 HTU28-2 51-671h (26) 0.162 x 31h (17) 0,148 x 3 1,710 3,775 1,470 3,245 51 (32) 0.162 x 3'h (26) 0.148 x 3 3,600 4 935 3,100 4.245 HTU210 2 P91 671k (32) 0162 x 3 h (22) 0.14E x 3 2,255 4,790 1,940 4,120 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Allowable downloads may not be increased. 2. Maximum hanger gap between end of joist (truss) and face of carrying member is 71'. 3. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information 0+ , Specify angle Top View HTU Hanger Skewed Right < 51' „A„ flange Specify angle W to 67fh° Top View HTU Hanger Skewed Right 7 51" Strong -fie 198 ■ 204 THJU Multiple Truss Hip/Jack Hanger The THJU hip/jack hanger offers the most flexibility and ease of installation without sacrificing performance. The U-shaped hanger works for rrght- and left-hand hips and can be ordered to fit a range of hip skews (up to 67i/a') as well as various single and 2-ply hip/jack combinations. Also can be installed before or after the hip and jack. THJ426 is sized for the standard hip/jack combination with a 45` left- or right hand hip. The wide seat of THJU26-W accommodates a 2-py hip and 2-ply jack combination with a 45' maximum hip skew, or a standard single ply hiprjack configuration with a maximum 67 ih' hip skew. Intermediate seat widths are available for other hij jack or hip/hip combinations. Material' 12 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes Options: • THJU is available in intermediate seat widths between 51/e" (THJU26 width) and 8r/e" (THJU26 W width) with no load reduction. • For double -hip installation, divide the total allowable load by 2 to determine the allowable load for each hip. Order as THJU26X and specify width; see table for reference. • Allowable download and uplift for all intermediate widths is 100% of the THJU26-W table loads. Codes: See p.12 for Code Reference Key Chart THJU26 t SIMPSON LStrongTie Typical THJU26 Installation tyP. vorkng #: `/" tYP, point working 45° point THJU26-W Top View Two -Ply Hip/Two-Ply Jack Installation THJU Intermediate Width Options THJU26 Top View Right -Hand Hip Installation Carried Member Combination Hip Skew Width (W) 2-ply hip and single -ply jack 45' 63'e Single -ply hip and 2-ply lack 451 63/, Double (terminal) hip 45' 734 2-ply hip and 2-ply tack 45' Use THJU26-W Single -ply hip and single -ply jack 44'— 46' Use THJU26 47'— 49' 5 `/2 50°- 52' 53: 53� 550 6 56 - 57 6% 58'-59' j 6% 601-61° 7 62'- 63' 7;1 641-651 1 Use THJU26-W W THJU Top View Installation Dimensions (in.) Fasteners (in.) DFISP Allowable Loads SPFIHF Allowable Loads Model Min. Carried Download Download Code No. (Member W H B Carrying Hip Jack Uplift Uplift Ref. Member (160) Floor Snow Roof Wind (160) Floor Snow Roof Wind (100) (115) (125) (160) (100) (115) (125) (160) 2x4 (16) 0.148 x 3 (4)0.1480 (4) 0.148 x 3 780 1.915 1,915 1,915 1,915 670 1,645 1,645 1,645 1,645 THJU26 5'/a 5 A 3 ih 2x6 or end. vert.3 (16) 0.148 x 3 (7) 0,148 x 3 (7) 0.148 x 3 1.310 2,255 2,350 2,350 2.350 1325 1,935 2.020 2,020 2.020 1f3C. 2x4 (16) 0.148 x 3 (4)0.1480 (4) 0.148 x 3 685 1,825 1.825 1,825 1,825 590 1,570 1,570 1.570 1,570 FL THJU26-W 8'/e 53 a 3ik (16) 0.148 x 3 (7) 0.148 x 3 (710.148 x 3 1,24fl 1,965 1.965 11,965 11,965 11.065 11,690 11.690 1,690 1,690 2x6 or end. very 1. Tabulated loads are the total allowable loads of the hip and jack members combined; 655i 85°k of the total load shall be distributed to the hip member, am the remaining percentage of the total 'oad shall be distributed to the jack. The combined hip and Back load mtp not exceed the published total load. 2. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce wi!L re other loads govern. 3. For full -oad. the lack requires either a minimum 2x6 bottom chord or a minimum 2x4 end vertical, the hip requires either a minimum 2x6 bottom chord or a minimum 2x6 end genital for hip skews up to 60 For hip skews greater than 60` [THJU26. W only',, a minimum 2x6 bottom chord or minimum 2x3 end vertical is required 4. bYth single 2x carrying members, use 0.148' x 11/2' nails and use 100-0 of the table value. 5. For single 2x jacks. 0.148' x 1 Yin' nails may be substituted for the specified 0.148' x 3- with no reduction in load. 6. Truss chord Cross. grain tension may limit allowable loadz, in accordance with ANSI TPI 1.2014. Simpson Strong -Tie' Connector Selector' =-oftwire includes the evaluation of cross -grain tension in its hanger allowable toads. For additional information. contact Simpson Strong -Tie. 7. Fa916ners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information.