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HomeMy WebLinkAboutDS_KHOV ASPIRE MODEL LEILA MASTER ENG � ��� Dade Truss Company, Inc. 6401 NW 74th Avenue Miami, FL 33166 COMPANY, INC. Tel: (305) 592-8245 Fax: (305)477-8092 Re : T108-86966: ASPIRE AT Site Information: Project Customer K HOVNANIAN HOMES Job Name :ASPIRE AT WATERSTONE Lot/Blcck: Model : Leila Site Name. Site Address: 5125 ARMIRA PL St- Zip. FT- PIERCE General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20201TP12014 Design Program: 8.42 Feb 10 2021 Roof Load: 0.0 psf Floor Load: NIA Wind Code: wind Speed: 165 mph This package includes 43 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. Dale Truss IDS Seaw No. Date Truss IDS Seal# 1 09/09121 CJ1 A0238136 27 09/0921 T14A A0238162 2 MOM CJ3 A0238137 28 0910921 T15 A0238163 3 0910921 CJ3A A0239138 29 0910921 T16 A0238164 4 0910921 CJ5 A0238139 30 09N921 T17 A0238165 5 0910921 CJSA A0238140 31 0910921 T18 A0238166 B D910921 EJ2 A0238141 32 0910921 T19 A0238167 7 09/0921 EA A0238142 33 09/09/21 T20 A0238188 8 09109M{ EJ7 A0238143 34 MOM T21 A0238169 9 MOM HJ2 A0238144 35 0910921 T22 A0238170 10 0910921 HA A0238145 36 0910921 T23 A0238171 Digitally signed by Salvador 11 091090 HA A0238146 37 0910921 T24 A0238172 lurado S a l v a d o DN:c=t15,st=Florida, 12 09l0921 HJ7 A0238147 38 091D921 T25 A0238173 managemecomponents Management Systems Inc, 13 09A921 T01 A0238i48 39 0=921 T26 A0239174 ou=vresident,cn=Salvador r J u ra d o emado, 14 0910921 T02 A0238149 40 091092ate:2021.01 VolV01 A0238176 ail=21.0 o@bcgbz 9.15 11:19:37 15 MOM T03 A0238150 41 0910921 V02 A0238176 -04'00' 16 0910921 T04 A0238151, 42 09/0921 V03 A0238177 17 0910921 T05 A0238152 43 0910821 VO4 A0238178 18 09/0921 T06 A0238153 19 091D921 T07 A0239154 201 09/09/21 T08 A0238155 21 1 091D921 T09 A0238156 22 1 0910921 T10 A0238157 23 MOM T11 A0238158 24 0910921 T12 A0238159 25 0910921 T13 A0238180 26 0910921 T 14 A0238161The truss drawing(s) referenced above have been prepared using MiTek Industries, Inc. engineering software under my direct supervision based on the para . provided by Dade Truss Company, Inc. of Miami, FL. , ,, Ile,,, i COMPONENTS MANAGEMENT SYSTEMS INC. : CERTIFICATE OF AUTHORIZATION#3068010 uji', r. nr 6401 NW 74 AVENUE MIAMI, FL 33166 305-592-8245 ,- - ;{ .� ,� 'j{ ✓q.^. SALVADOR A. JURADO RE, FLORIDA REGISTRATION # 19939 �r NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown per ANSIITPI 1-2014 Section 2. Eo ee em Date Page 1 of 1 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 N 74 AVE. MIAMI FL. 33166 Job Truss Truss Type aty Ply 34296-4-5 CJ1 JACK TR @ 45 24 1 A0238136 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc Thu Sep 9 13:34:45 2021 Page 1 1p:JbsSUYEphcZuYTshvwE3BRyhOBX-tgWkvZotZoV4wTnVKZ1ya33T5h?TZpcZK6RNXgyfMX6 -1-0-0 1 0-0 1-0-0 1-0-0 Scale=1:6.0 3 / 5.00 12 ` 5 2 1 1� T1 1 1 t 11D 4 y L �0 AQ 2x4=NOP2X STP= Plate Offsets(X,Y)--_[2:0-1-14,0-0-10)_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.0'. Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n..a wa BCOL 10.0 Code FBC2020/TP12014 Matnx-P Weight:5Ib FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- 18) BOT CHORD 20 SP No.2 1)Wind-ASCE 7-16;Vult 165mph 1,3-second BRACING gust}Vasd=128mph;TCOL=4.2psf; TOP CHORD BCDL=3.Opsf;h 15ft;B=45h;L=280;eave=4ft; Structural wood sheathing directly applied or 1.0-0 Cat.II;Exp B;Encl.,GCpi=O.18;MWFRS oc purlins. (directional)and C-C Exterior(2E)zone;C-C for BOT CHORD members and forces&MWFRS for reactions Rigid ceiling directly applied or 10-0-0 oc bracing. shown;Lumber DOL=1.60 plate grip DOL.1.60 MiTek recommends that Stabilizers and 2)Building Designer 1 Project engineer required cross bracing be installed during responsible for verifying applied roof live load truss erection,in accordance with Stabilizer shown covers rain loading requirements specific Installation guide. to the use of this truss component. 3)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 3 = -8/Mechanical 4)This truss has been designed for a 10.0 psf 2 = 125/0-8-0 bottom chord live load nonconcurrent with any 4 - 9/Mechanical other live loads. Max Horz 5)'This truss has been designed for a live load 2 = 40(LC 12) of 20.Opsf on the bottom chord in all areas Max Uplift where a rectangle 3-6-0 tall by 2-0-0 wide will fit 3 = -8(LC 1) between the bottom chord and any other 2 = -97(LC 12) members. Max Grav 6)Refer to girder(s)for truss to truss 3 - 18(LC 12) connections. 2 = 125(LC 1) 7)Provide mechanical connection(by others)of 4 - 18(LC 3) truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 97 lb uplift at joint 2. FORCES. (lb) 8)"This manufactured product is designed as an Max.Comp.IMax.Ten.-All forces 250(lb)or less individual building component. The suitability except when shown. 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 ally Ply 34296-4-5 CJ3 JACK TR @ 45 19 1 A0238137 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:47 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyh0BX-pDeWFp75Q1o9nxuS_30gU9otUfr1 i6so0wUciyIMX6 -1-0-0 3-0-0 , 1 0 00 3-0-0 Scale=1.9 9 3 �J 5,0D Fl2 5 I Tt -, 2 0.8.0 ) all 1 l L+ a 4 L° 2x4= NOP2X STP= PlateOffsets(X,Y)-- [2:0-1-140-0-10] LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.14 Vert(LL) 0.01 2-4 >999 240 MT20 244 190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC20201TP12014 Matrix-P Weight-11 lb F r 20{:¢ LUMBER- TOP CHORD 2x4 SIP No.2 NOTES- (8) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second LOAD CASE(S) BRACING- Standard TOP CHORD gust)Vasd=128mph;TCDL=4.2psf; Structural wood sheathing directly applied or 3-0-0 BCDL..3.Opsf;h=15ft;B=45ft;L=281t;eave=4ft; S St ctur s. Cat.II;Exp 8;Encl.,GCpi=0.18;MWFRS oc p CHORD (directional)and C C Exterior(2E)-1-0-0 to 2-0-0 Rigid ceiling directly applied or 10-0-0 oc bracing. ,Interior(1)2-0-0 to 2-11-4 zone;porch left exposed;C-C for members and forces& MiTek recommends that Stabilizers and MW FRS for reactions shown;Lumber DOL=1.60 required cross bracing be installed during plate grip DOL=1.60 truss erection,in accordance with Stabilizer 2)Building Designer/Project engineer Installation guide. responsible for verifying applied roof live load shown covers rain loading requirements specific REACTIONS. (lb/size) to the use of this truss component. 3 = 52/Mechanical 3)All plates are MT20 plates unless otherwise 2 = 18710-8.0 indicated. 4 = 26/Mechanical 4)This truss has been designed for a 10.0 psf Max Horz bottom chord live load nonconcurrent with any 2 = 71(LC 12) other live loads. Max Uplift 5)'This truss has been designed for a live load 3 - .32(LC 12) of 20.0psf on the bottom chord in all areas 2 = -142(LC 12) where a rectangle 3.6-0 tall by 2-0-0 wide will fit 4 = -28(LC 8) between the bottom chord and any other Max Grav members. 3 - 54(LC 17) 6)Refer to girder(s)for truss to truss 2 = 187(LC 1) connections. 4 = 52(LC 3) 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 FORCES. (lb) lb uplift at joint 3, 142 lb uplift at joint 2 and 28 lb Max.Comp./Max.Ten.-All forces 250(lb)or less uplift at joint 4. except when shown. 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 buitd.ng designer per ANSI TPI 1 as referenced by the building code.' SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 34296-4-5 CJ3A JACK TR @ 45 1 1 A0238138 __ Job Reference(optional) _ Run:8.420 s Feb 10 202T Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:47 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBx-pDeWFp750Io9nxuS 3QgU9olUgc1i6soQwUayfMx6 3-0-0 3-0-0 Scale=1:9.9 2 5.00 12 f ' i T1 1 Ex6= S LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 6clefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 1-3 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT; -0.01 1-3 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.011 Horz(CT; -0.00 2 n.:a n.a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- TOP CHORD 2x4 SP No-2 NOTES- (7) SOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second BRACING- gust)Vasd=128mph;TCDL=4.2psf; TOP CHORD BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; Structural wood sheathing directly applied or 3.0-0 Cat. It;Exp B;Encl.,GCpi=0.18;MWFRS oc purlins. (directional)and C-C Exterior(2E)zone;C-C for BOT CHORD members and forces&MWFRS for reactions Rigid ceNng directly applied or 10-0-0 oc bracing. shown;Lumber DOL=1.60 plate grip DOL=1.60 MiTek recommends that Stabilizers and 2)Building Designer 1 Project engineer required cross bracing be insta'Ied during responsible for verifying applied roof live load truss erection,in accordance with Stabilizer shown covers rain loading requirements specific Installation guide. to the use of this truss component. 3)This truss has been designed for a 10.0 psf REACTIONS. (b:'size) bottom chord live load nonconcurrent with any 1 106%Mechanical other live loads. 2 = 78?Mechanical 4)'This truss has been designed for a live load 3 = 29.Mechanical of 20.0psf on the bottom chord in all areas Max Horz where a rectangle 3-6-0 tall by 2-0-0 wide will fit 1 = 49(LC 12) between the bottom chord and any other Max Uplift members. 1 = -241C 12) 5)Refer to girder(s)for truss to truss 2 = -54C 12) connections. Max Grav 6)Provide mechanical connection(by others)of 1 = 106(LC 1) truss to bearing plate capable of withstanding 24 2 = 78(LC 1) lb uplift at joint 1 and 54 fb uplift at joint 2. 3 = 58(LC 3) 7)"This manufactured product is designed as an individual building component. The suitability FORCES. '.Ib'i and use of this component for any particular Max.Comp'Max.Ten All forces 250(lb)or less building is the responsibility of the building except when shown. 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 34296-4-5 CJ5 JACK TR @ 45 13 1 A0238139 i Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:48 2021 Page 1 i ID:dbsSllYEphcZuYTshvwE3BRyhOBX-HPCsXbglsitfnx W4?ialChhuluzEm9M?04t289yfMX5 1 0 0 5-0-0 , II 1-0-0 5-0-0 Scale=1:13,7 3 b-oD P2 6 C. 0 6 Olfl l } T1 5 2 1 t ty 4 2x4= NOP2X STP= Plate Offsets(X,Y)-- [2:0-1-14,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 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 FBC2020/TP12014 Matrix-P Weight:17.b FT=20'� LUMBER- TOP CHORD 2x4 SP No.2 NOTES- (8) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second LOAD CASE(S) BRACING- gust)Vasd=128mph;TCDL=4.2psf; Standard TOP CHORD BCDL=3.Opsf;h=1511;B=45ft;L=28ft;eave=4ft; Structural wood sheathing directly applied or 5-0-0 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS oc purlins. (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 BOT CHORD ,Interior(1)2-0-0 to 4-11-4 zone;C-C for Rigid ceiling directly applied or 10-0-0 oc bracing. members and forces R MWFRS for reactions MiTek recommends that Stabilizers and shown;Lumber DOL=1.60 plate grip DOL=1.60 required cross bracing be installed during 2)Building Designer/Project engineer truss erection,in accordance with Stabilizer responsible for verifying applied roof live load Installation guide. shown covers rain loading requirements specific to the use of this truss component. REACTIONS. (Ib/size) 3)All plates are MT20 plates unless otherwise 3 - 114/Mechanical indicated. 2 253/0-8.0 4)This truss has been designed for a 10.0 psf 4 = 46/Mechanical bottom chord live load nonconcurrent with any Max Horz other live loads. 2 = 103(LC 12) 5)'This truss has been designed for a live load Max Uplift of 20.Opsf on the bottom chord in all areas 3 = -77(LC 12) where a rectangle 3-6-0 tall by 2-0.0 wide will fit 2 = .116(LC 12) between the bottom chord and any other Max Grav members. 3 = 114(LC 17) 6) Refer to girder(s)for truss to truss 2 = 253(LC 1) connections. 4 = 92(LC 3) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 FORCES. (Ib) lb uplift at joint 3 and 116 lb uplift at joint 2. Max.Comp./Max.Ten.-All forces 250(lb)or less 8)"This manufactured product is designed as an except when shown. 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." SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss (Truss Type Qty Ply A0238140 34296-4-5 CJ5A JACK TR @ 45 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:49 2021 Page 1 ID:JbsSUYEpheZuYTshvwE3BRyhOBx-mbmEkxrNdl?WP45HZP5ulvE21 IJxVcb8FkPbgbyfMx4 5-0-0 ` 5-0-0 Scale=1:13.7 2 b 00 t2 S T1 4 �� IY , = 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.07 1-3 >863 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC202O/TPI2OI4 Matrix-P Weight: 16 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- (7) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second BRACING- gust)Vasd=128mph;TCDL=4.2psf; TOP CHORD BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave-oft; Structural wood sheathing directly applied or 5-0-0 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS oc purlins. (directional)and C-C Exterior(2E)0-0-12 to BOT CHORD 3-0-12,Interior(l)3-0-12 to 4-11-4 zone;C-C for Rigid ceiling directly applied or 10-0-0 oc bracing. members and forces&MWFRS for reactions MiTek recommends that Stabilizers and shown;Lumber DOL=1.60 plate grip DOL=1.60 required cross bracing be installed during 2)Building Designer/Project engineer truss erection,in accordance with Stabilizer responsible for verifying applied roof live load Installation guide. shown covers rain loading requirements specific to the use of this truss component. REACTIONS. (lb/size) 3)This truss has been designed for a 10.0 psf 1 = ISO/Mechanical bottom chord live load nonconcurrent with any 2 = 1321Mechanical other live loads. 3 = 49/Mechanical 4)-This truss has been designed for a live load Max Horz of 20.Opsf on the bottom chord in all areas 1 81(LC 12) where a rectangle 3-6-0 tall by 2-0-0 wide will fit Max Uplift between the bottom chord and any other 1 = -42(LC 12) members. 2 = -91(LC 12) 5)Refer to girder(s)for truss to truss Max Grav connections. 1 = 18O(LC 1) 6)Provide mechanical connection(by others)of 2 = 132(LC 1) truss to bearing plate capabte of withstanding 42 3 = 98(LC 3) lb uplift at joint 1 and 91 lb uplift at joint 2. 7)"This manufactured product is designed as an FORCES. (lb) individual building component. The suitability Max.Comp./Max.Ten.-All forces 250(lb)or less and use of this component for any particular except when shown. 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 REO NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type aty Ply A0238141 34296-4 5 EJ2 JACK TR 9 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34;50 2021 Page 1 IDJbsSUYEphcZuYTshvwE3BRyhOBX-EoKdyC*OOL7N0EgT77c7H6nK6i9E3rlU088C1yfMX3 1-0-0 2-0-0 1-0-0 2-0-0 Scale 1 5".V 3 SAO t2 2 T1 .t 61 1 �o 2x4 tt=VV 0-8-utBP1 M STP- Plate Offsets(X,Y)-- [2:0-1-14,0-0-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Verl(CT) -0.00 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 FBC20201TP12014 Matrix-P Weight:8lb FT=20`0 LUMBER- TOP CHORD 2x4 SP No-2 NOTES- (10) 10)"This manufactured product is designed as BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second an individual building component. The BRACING- gust)Vasd=128mph;TCDL=4.2psf; suitability and use of this component for any TOP CHORD SCDL=3.Opsf;h=15ft;13=451t;L=28ft;save=oft; particular building is the responsibility of the Structural wood sheathing directly applied or 2-0-0 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS building designer per ANSI TPI 1 as oc purlins. (directional)and C-C Exterior(2E)zone;C C for referenced by the building code., BOT CHORD members and forces&MWFRS for reactions Rigid ceiling directly applied or 10-0-0 oc bracing. shown;Lumber DOL=1.60 plate grip DOL=1.60 LOAD CASE(S) MiTek recommends that Stabilizers and 2) Truss designed for wind loads in the plane of Standard required cross bracing be installed during the truss only. For studs exposed to wind truss erection,in accordance with Stabilizer (normal to the face),see Standard Industry Installation guide. Gable End Details as applicable,or consult qualified building designer as per ANSIfTF1 1. REACTIONS. (lb/size) 3)Building Designer/Project engineer 2 = 145/0-8-0 responsible for verifying applied roof live load 4 = 19/Mechanical shown covers rain loading requirements specific 3 = 36/Mechanical to the use of this truss component. Max Horz 4)All plates are MT20 plates unless otherwise 2 = 56(LC 12) indicated. Max Uplift 5)Gable studs spaced at 2-0-0 oc. 2 = -87(LC 12) 6)This truss has been designed for a 10.0 psf 3 = -20(LC 9) bottom chord live load nonconcurrent with any Max Grav other live loads. 2 = 145(LC 1) 7)'This truss has been designed for a live load 4 = 38(LC 3) of 20.Opsf on the bottom chord in all areas 3 - 38(LC 17) where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other FORCES. (lb) members. Max.Comp./Max.Ten.-All forces 250(lb)or less 8)Refer to girder(s)for truss to truss except when shown. 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. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238142 34296-4-5 �EJA JACK TR 4 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:51 2021 Page 1 ID.JbsSUYEphcZuYTshvwE3BRyhOBX-i t?9cte8eFEeOFfhq6MgKJT961czw5Ri2uilUyfMX2 -1-0-0 4-0-0_ 1-0-0 4-0-0 Scale=1 11.8 3 ' 5.00 12 B �1 T1 2 5 Bi 1 ' 4 - tl' �j• 2x4 0-8-0(0-1-8) NOP2X STP Plate Offsets(X,Y)-- [2:0-1-14,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCPL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 a999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-P Weight:14 lb FT=20% LUMBER- TOP CHORD 2x4 SP No-2 NOTES (8) BOT CHORD 2x4 SP No.2 1)Wind;ASCE 7.16;Vult=165mph(3-second LOAD CASE(S) BRACING- Standard TOP CHORD gust)Vasd=128mph;TCDL=4.2psf; Structural wood sheath ng directly applied or 4-0-0 BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=oft; S St ctur s. Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS BOT CHORD (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Rigid ceiling directly applied or 10-0-0 oc bracing. ,Interior(1)2.0-0 to 3.11.4 zone;C-C for members and farces&MWFRS for reactions MiTek recommends that Stabilizers and shown;Lumber DOL=1.60 plate grip DOL=1.60 required cross bracing be installed during 2)Building Designer/Project engineer truss erection,in accordance with Stabilizer responsible for verifying applied roof live load Installation guide. shown covers rain loading requirements specific to the use of this truss component. REACTIONS. (Iblsize) 3)All plates are MT20 plates unless otherwise 3 = 84r'Mechanical indicated. 2 = 219;0 8 0 4)This truss has been designed for a 10.0 psf 4 36/Machan'cal bottom chord live load nonconcurrent with any Max Horz other live loads. 2 = 87(LC 12) 5)•This truss has been designed for a live load Max Uplift of 20.0psf on the bottom chord in all areas 3 = -56(LC 12) where a rectangle 3-6-0 tall by 2-0-0 wide will fit 2 = -110(LC 12) between the bottom Chord and any other Max Grav members. 3 = 85(LC 17) 6)Refer to girder(s)for truss to truss 2 = 219(LC 1) connections. 4 72(LC 3) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 FORCES. (Ib) lb uplift at joint 3 and 110 lb uplift at joint 2. Max.Comp.Max.Ten. -Al forces 250(Ib)or less 8)"This manufactured product is designed as an except when shown. 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." SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238143 34296-4.5 EJ7 JACK TR 31 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:9.420 s Feb 10 2021 M Tek industries,Inc. Thu Sep 9 13:34:52 2021 Page 1 ID:JbsSUYEphcZuY-rshvwE3BRyhOBX-AARNNytGvyN5GYq rEXfbMXsXEVHl izLbx dFHwyfMx 1 -1-0-0 7-0-0 1-0-0 7-0-0 3 Scale 1.18 3 5,04 t2 0.80(0-1-8) Ell f i i I 8. G li 3x4 Ll 4 NOP2X STP= Plate Offsets(X,Y)-- [2:0-0-13,Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.10 2-4 >773 240 MT20 244+190 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 n/a nla BCDL 10.0 Code FBC20201TPI2014 Matrix-SH Weight:23 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- (8) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second LOAD CASE(S) BRACING- gust)Vasd=128mph;TCDL=4.2psf; Standard TOP CHORD BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; Structural wood sheathing directly applied or 6-0-0 Cat. A;Exp B;Encl.,GCpi=0.18;MWFRS oc purlins. (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 BOT CHORD ,Interior(l)2-0-0 to 6-11-4 zone;C-C for Rigid ceiling directly applied or 10-0-0 oc bracing. members and forces&MWFRS for reactions MiTek recommends that Stabilizers and shown;Lumber DOL=1.60 plate grip DOL=1.60 required cross bracing be installed during 2)Building Designer/Project engineer truss erection,in accordance with Stabilizer responsible for verifying applied roof live load Installation guide. shown covers rain loading requirements specific to the use of this truss component. REACTIONS. (lb/size) 3)All plates are MT20 plates unless otherwise 3 = 159/Mechanical indicated. 2 = 32410-8-0 4)This truss has been designed for a 10.0 psf 4 - 78/Mechanical bottom chord live load nonconcurrent with any Max Horz other live loads. 2 = 136(LC 12) 5)`This truss has been designed for a live load Max Uplift of 20.0psf on the bottom chord in all areas 3 103(LC 12) where a rectangle 3-6-0 tall by 2-0-0 wide will fit 2 = -130(LC 12) between the bottom chord and any other Max Grav members. 3 159(LC 1) 6)Refer to girder(s)for truss to truss 2 = 324(LC 1) connections. 4 - 121(LC 3) 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding FORCES. (lb) 103 lb uplift at joint 3 and 130 lb uplift at joint 2. Max.Comp./Max.Ten.-All forces 250(lb)or less 8)"This manufactured product is designed as an except when shown. 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." SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238144 34296-4-5 HJ2 CORNER JACK 2 1 Job Reference(optional) Run-8 420 s Feb 10 2021 Print:8.420 s Feb 10 2021 M Tek Industries,Inc. Thu Sep 9 13:34:53 2021 Page 1 ID:JbsSUYEphcZuY-rshvvvE3BRyhOBX•eN?IaluugGVyuiO2oFAgvlPpSvj7RQbkAMNppMyfMXO -1-5-0 2-9-3 1-5-0 2-9-3 le_ 1:7.9 3 3.54 P-2 5 2 ^ 71 B1 1 r. 6 4 A 2x4 0-10-15(0-1-eJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 2-4 a999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P Weight:11 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES (11) 9)Hanger(s)or other connection device(s)shall BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7.16;Vult=165mph(3-second be provided sufficient to support concentrated BRACING- gust)Vasd=128mph;TCDL=4.2psf; load(s)8 lb down and 3 lb up at 1-5-0,and 8 lb TOP CHORD BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; down and 3 lb up at 1-5-0 on fop chord,and 9 lb Structural wood sheathing directly applied or 2-9-3 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS down and 3 lb up at 1-5-0,and 9 lb down and 3 oc purlins. (directional);Lumber DOL=1.60 plate grip lb up at 1-5-0 on bottom chord. The BOT CHORD DOL=1.60 design/selection of such connection device(s)is Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Truss designed for wind loads in the plane of the responsibility of others. MiTek recommends that Stabilizers and the truss only. For studs exposed to wind 10) In the LOAD CASE(S)section,loads applied required cross bracing be installed during (normal to the face),see Standard Industry to the face of the truss are noted as front(F)or truss erection,in accordance with Stabilizer Gable End Details as applicable,or consult back(8). Installation guide. qualified building designer as per ANSI/TPI 1. 11)"This manufactured product is designed as 3)Building Designer/Project engineer an individual building component. The REACTIONS. (lb/size) responsible for verifying applied roof live load suitability and use of this component for any 3 = 36/Mechanical shown covers rain loading requirements specific particular building is the responsibility of the 2 = 236/0-10-15 to the use of this truss component. building designer per ANSI TPI i as 4 = 32/Mechanical 4)Gable studs spaced at 2-0-0 oc. referenced by the building code." Max Horz 5)This truss has been designed for a 10.0 psf 2 = 55(LC 8) bottom chord live load nonconcurrent with any LOAD CASE(S) Max Uplift other live loads. Standard 3 - -19(LC 5) 6)'This truss has been designed for a live load 1)Dead+Roof Live(balanced):Lumber 2 = .152(LC 8) of 20.Opsf on the bottom chord in all areas Increase=1.25,Plate Increase=1.25 Max Grav where a rectangle 3-6-0 tall by 2.0-0 wide will fit Uniform Loads(plf) 3 36(LC 1) between the bottom chord and any other Vert:1-3=-54,2-4=-20 2 = 236(LC 1) members. Concentrated Loads(lb) 4 = 53(LC 3) 7)Refer to girder(s)for truss to truss Vert:5=-16(F=-8,B=-8)6=-18(F=9,B=-9) connections. FORCES. (lb) 8)Provide mechanical connection(by others)of Max.Comp./Max.Ten,-All forces 250(lb)or less truss to bearing plate capable of withstanding 19 except when shown. b uplift at joint 3 and 152 lb uplift at joint 2. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238145 34296-4-5 HJ4 CORNER JACK 1 1 Job Reference(optLonal) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:54 2021 Page 1 Ib:JbsSUYEphcZuYTshvwE3BRyhOBx-6ZZ7neyWRZdpVszEMyh3SyneJ?dAtrtPO6MLcyIMx? -1-5-0 5-7-2 1-5-0 5-7-2 Sca'e= 1:130 3 d 154 F12 T1 � 11 EEJ� B1 1 1 L 4 2x4= 0.10.15(0.1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 2-4 >999 240 MT20 244+190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.08 2-4 >818 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:19 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- (8) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second Standard BRACING- gust)Vasd=128mph;TCDL=4.2psf; 1)Dead+Roof Live(balanced):Lumber TOP CHORD BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4h; Increase=1.25,Plate Increase=1.25 Structural wood sheathing directly applied or 5-7-2 Cat.II;Exp B;Encl.,GCpi=O.18;MWFRS Uniform Loads(plf) oc purlins. (directional);Lumber DOL=1.60 plate grip Vert:1-5=-54 BOT CHORD DOL=1.60 Trapezoidal Loads(plf) Rigid ceiling directly applied or 10-0-0 oc bracing. 2)Building Designer/Project engineer Vert:5=0(F=27,B=27)-t0-3=-76(F=-11,8=-11) MiTek recommends that Stabilizers and responsible for verifying applied roof live load 2=-2(F=9,B=9)-to-4=-28(F=-4,B=-4) required cross bracing be installed during shown covers rain loading requirements specific truss erection,in accordance with Stabilizer to the use of this truss component. Installation guide. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any REACTIONS. (lb/size) other live loads. 3 = f 20/Mechanical 4)'This truss has been designed for a live load 2 = 19310-10-15 of 20.Opsf on the bottom chord in all areas 4 = 50/Mechanical where a rectangle 3-6-0 tall by 2-0-0 wide will fit Max Horz between the bottom chord and any other 2 - 66(LC 8) members. Max Uplift 5)Refer to girder(s)for truss to truss 3 = -70(LC 8) connections. 2 112(LC 8) 6)Provide mechanical connection(by others)of Max Grav truss to bearing plate capable of withstanding 70 3 = 120(LC 1) lb uplift at joint 3 and 112 lb uplift at joint 2. 2 - 193(LC 1) 7) In the LOAD CASE(S)section,loads applied 4 _ 102(LC 3) to the face of the truss are noted as front(F)or back(B). FORCES. (lb) 8)"This manufactured product is designed as an Max.Comp./Max.Ten.-All forces 250(lb)or less individual building component. The suitability except when shown. 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"E. MIAMI FL. 33166 Job Truss Truss Type Qty Ply 3429645 HJ5 CORNER JACK 2 1 A0238146 Job Reference(optional) RLin:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:55 2021 Page 1 1D.JbsSUYEphcZuY-rshvwE3BRyhOBX-al7W?.w8CtIA?YQwgCI_AU2njINKRldgsvuFyfMX_ _ 6-9-6 7-0-14 6-9-6 0-3-8 Scale=1:15.6 2x4 3 4 3.54 12 N 1 Y; s4 Y 61 1 2x4 6 5 2x4 1-5.0(0-1.8) 0.5-5(0.1.8) 7-0-1 -3-8 LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I,defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 065 Vert(LL) 0.17 2-6 >492 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.18 2-6 >443 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(CT) 0,00 n.a nia BCD- i0,0 Code FBC2020'I P12014 Matrix-SH Weight:26 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 2) Truss designed for wind loads in the plane of BOT CHORD 2x4 SP No-2 Standard the truss only. For studs exposed to wind WEBS 2x4 SP No.3 Trapezoidal Loads(plf) (normal to the face),see Standard Industry BRACING- Gable End Details as applicable,or consult Vert:2=0(F=27,B=27)-to-3=-92(F=-19,B=-19) TOP CHORD qualified building designer as per ANSI:`TPI 1. .3=-52(F=-19,B=-19)-to-4=55(F=-21,B=-21), Structural wood sheathing directly applied or 6-0-0 3)Building Designer/Project engineer 2=0(F=10,B=10)-to-5=-35(F--8,B=-8) oc purlins. responsible for verifying applied roof live load BOT CHORD shown covers rain loading requirements specific Rigid Ceiling directly applied or 10-0-0 oc bracing. to the use of this truss component. MiTek recommends that Stabilizers and 4)Gable studs spaced at 2-0-0 oc. required cross bracing be installed during 5)This truss has been designed for a 10.0 psf truss erection,in accordance with Stabilizer bottom chord live load nonconcurrent with any Insta lation guide. other live loads. 6)'This truss has been designed for a live load REACTIONS. (Wsize) of 20.Opsf on the bottom chord in al.areas 2 = 226+1-5-0 where a rectangle 3-6-0 tall by 2.0.0 wide will fit 6 = 302/0-5-5 between the bottom chord and any other Max Horz members. 2 = 94(LC 8) 7)Provide mechanical connection(by others)of Max Uplift truss to bearing plate capable of withstanding 2 200(LC 8) 200 lb uplift at joint 2 and 206 lb uplift at joint 6, 6 = -206(LC 8) 8) In the LOAD CASE(S)section loads appi ed to the face of the truss are noted as front(F)or FORCES. (lb, back(B). Max.Comp..Wax.Ten.-All forces 250(lb)or less 9)"This manufactured product is designed as an except when shown. individual building component. The suitability NOTE 19 and use of this component for any particular } building is the responsibility of the building 1)Wind:ASCE 7-16;Vuitw165mph(3-second designer per ANSI TPI 1 as referenced by the gust)Vasd=128mph;TCDL.4,2psf;BCDL■3,0psf; building code." h-151t;B=45ft;L-28ft;eave=4ft;Cat,11;Exp B; Encl.,GCpi=0.18;MWFRS(directional);porch left LOAD CASE(S) exposed;Lumber DOL 1.60 plate grip DOL 1.60 Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase 1.25 Uniform Loads(pit) Vert:1-2=-54 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34296-4-5 HJ7 CORNER JACK 7 1 A0238147 Job Reference(optional) w _ I Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:55 2021 Page i IDObsSUYEphcZuYrshvwE3BRyhOBX-al7W?wBCtlf7?YQwgCI_AU81jMAvHFldgsvuFyfMX -1-5-0 5-8-1 9-7-5 9-,10-1 1-5-0 — 5-8-1 3-11-4 0-2-12 I Scale 1:20.6 2x4 it ' 4 5 3.54 i2 3x4= E r Y W3 IW1i 8 2 171 1 t I 7 2x4 = 2x4 11 0.10.15(0-1-8) 6 3x4 ,. 5-8-1 9-7-5 9-1 1 5-8-1 3-11-4 O�2- 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 2-7 >999 240 MT20 244+190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Verl(CT) -0.04 2-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0 01 6 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight:44 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 NOTES- (8) BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-16;Vult=165mph(3-second Standard WEBS 2x4 SP No.3*Except* gust)Vasd=128mph;TCDL=4.2psf; 1)Dead+Roof Live(balanced):Lumber W3:2x4 SP No.2 BCDL=3.Opst;h=15ft;B=45ft;L=28ft;eave=4ft; Increase=1.25,Plate Increase=1.25 BRACING- Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS Uniform Loads(pit) TOP CHORD (directional);Lumber DOL=1.60 plate grip Vert:1-8=-54 Structural wood sheathing directly applied or 6-0-0 Trapezoidal Loads(pit) DOL=1.fi0 Vert:8=D F=27,B=27 to-5=-133 F=-39, oc purlins. ( )- ( 2)Building Designer 1 Project engineer BOT CHORD responsible for verifying applied roof live load B=-39),2=-2(F=9,B=9)-to-6=-47(F=-14, Rigid ceiling directly applied or 10-0-0 oc bracing. shown covers rain loading requirements specific B=-14) MiTek recommends that Stabilizers and to the use of this truss component. required cross bracing be installed during 3)This truss has been designed for a 10.0 psi truss erection,in accordance with Stabilizer boftom chard live load nonconcurrent w,th any Installation guide. other live loads. 4)`This truss has been designed for a live load REACTIONS. (lb/size) of 20.Opsf on the bottom chord in all areas 2 = 37010-10-15 where a rectangle 3.6.0 tall by 2-0-0 wide will fit 6 = 583/Mechanical between the bottom chord and any other Max Horz members. 2 = 166(LC 8) 5)Refer to girder(s)for truss to truss Max Uplift connections. 2 145(LC 8) 6)Provide mechanical connection(by others)of 6 247(LC 8) truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 247 lb uplift at joint 6. FORCES. (lb) 7)In the LOAD CASE(S)section,loads applied Max.Comp./Max.Ten.-All forces 250(lb)or less to the face of the truss are noted as front(F)or except when shown. back(B). TOP CHORD 8)"This manufactured product is designed as an 2-3=-690/110 individual building component. The suitability BOT CHORD and use of this component for any particular 2-7=-229/639,6-7=-2291639 building is the responsibility of the building WEBS designer per ANSI TPI 1 as referenced by the 3-6=-701/252 building code." LOAD CASE(S) Standard SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 -ob Truss Truss Type Qty Ply 34296-4-5 T01 HIP GIRDER TR 1 1 A0238148 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 M Tek Industries,Inc. Thu Sep 9 13:34:56 2021 Page 1 ID.JbsSUYEphrZuYTshvwE3BRyhOBX-2xhuCKwmzBtW197dTNjXXNi F57bXejAAsKbTPhylMWz 7-0-0 1180 18-8-0 19-8-0 7-0-0 4-8-0 7-0-0 1-0-0 Scale:IT— 4x6 5.00 12 2 t 0 3 1 4 5 9 8 6 ; 3x6 54 WB= 3x4— 4X5— NOP2X STP= 2x4 I 0.8-� •1-sl 7-0-0 _ 11-8-0 _ 18-8-0 7-0-0 4-8-0 7-0-0 Plate Offsets(X,Y)-- [1:0-0-14,0-0.21,[2:0.2-12,0-2-4],[3:0-2.13,0.1-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.11 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.21 7-8 >999 180 BCLL 0.0 " Rep Stress Incr NO W B 0.27 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:81 lb FT=20% LUMBER- TOP CHORD 2x4 SP 225OF 1.9E 9)Provide mechanical connection(by others)of BOT CHORD 2x4 SP 225OF 1.9E"Except* BOT CHORD truss to bearing plate capable of withstanding 82:2x6 SP No.2 1-9=-924/3090,8-9=-92013086, 495 lb uplift at joint i and 576 lb uplift at joint 4. WEBS 2x4 SP No.3 7-8=-917/3057,6-7=-89613033, 10)Hanger(s)or other connection device(s) OTHERS 2x4 SP No.3 4-6=900/3038 shall be provided sufficient to support BRACING- WEBS concentrated load(s) 199lb down and 68 lb up TOP CHORD 2-8=-146/654,3-7=-149/698 at 7.0-0,and 199 lb down and 68 lb up at Structural wood sheathing directly applied or 3-9-7 11-8-0 on top chord,and 375 lb down and 128 lb oc purlins. NOTES- (12) up at 7-0.0,and 375 lb down and 128 lb up at BOT CHORD 1)Unbalanced roof live loads have been 11-8-0 on bottom chord. The design/selection of Rigid ceiling directly applied or 7-7-12 oc bracing. considered for this design. such connection device(s)is the responsibility of MiTek recommends that Stabilizers and 2)Wind:ASCE 7.16;Vult=165mph(3-second others. required cross bracing be installed during gust)Vasd=128mph;TCDL=4.2psf; 11)In the LOAD CASE(S)section,loads applied truss erection,in accordance with Stabilizer BCDL=3.opsf;h=15ft;B=45ft;L=28ft;eave=4ft; 10 the face of the truss are noted as front(F)or Installation guide. Cat.II;Exp 8;Encl.,GCpi=0.18;MWFRS back(B). (directional);Lumber DOL=1.60 plate grip 12)"This manufactured product is designed as REACTIONS. (lb/size) DOL=1.60 ( ) an individual building component. The 1 - 1518/Mechanical 3)Building Designer/Project engineer suitability and use of this component for any 4 = 1621/0-8-0 responsible for verifying applied roof live load particular building is the responsibility of the Max Horz shown covers rain loading requirements specific building designer per ANSI TPI 1 as 1 = 79 LC 6 to the use of this truss component. ( ) 4 Provide adequate drainage to prevent water referenced by the building code." Max Uplift } q g 1 - -495(LC 8) pondmg• LOAD CASE(S) 4 576(LC 8) 5)All plates are MT20 plates unless otherwise Standard indicated. 1)Dead+Roof Live(balanced):Lumber FORCES. (lb) 6)This truss has been designed for a 10.0 psf Increase=1.25, Plate Increase=1.25 Max.Comp./Max.Ten.-Ali forces 250(lb)or less bottom chord live load nonconcurrent with any Uniform Loads(plf) except when shown. other live loads. Vert:1-2=-54,2-3=-134(F=-80),3-5=-54, TOP CHORD 7)'This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas Concentrated ated Loads 39),4-7=-20 1-2=-3431/1105,2-10=-3005/1029, p Concentrated Loads(lb) 3-10=-300511029,3-4=-3397/1087 where a rectangle 3-6-0 tall by 2-0-0 wide will fit Vert:3=-199(F)8=-375(F)7=-375(F) BOT CHORD between the bottom chord and any other 2- 199(F) 1-9=924/3090,8-9=-920/3086, members. 7-8=-917/3057,6-7=-896/3033, 8)Refer to girder(s)for truss to truss 4-6=-900/3038 connections. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238149 34296-4-5 T02 GIRDER TR 1 1 Job Reference(optional% Run:8.420 s Feb 10 2021 Pr nt:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34;57 2021 Page t ID:JbsSUYEphcZuYrshvwE3BRyhOBX-X8FGOgxPkU'NW pi 5Fm3bZdbWuwND0K5_L0x7yfMWy 5-0-12 7-0-0 f 5-0-12 1-11-4 2x4 Scare=1:19.0 3 r 5,t70 12 2 1 W2 WI Y B1 S' & 7 4 3x4— 2x4 11 2z4 NOP2XW104-8: 5-0-12 7-0-0 5-0-12 1-11-4 Plate Offsets(X,Y)-- [1:0-4-5,0-1-2} LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.18 1-5 >433 240 MT20 244.+190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.33 1-5 >239 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 nla wa BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:34 lb FT=20'a LUMBER- TOP CHORD 2x4 SP 225OF 1.9E 2)Building Designer 1 Project engineer BOT CHORD 2x6 SP DSS responsible for verifying applied roof live load LOAD CASE(S) WEBS 2x4 SP No.3 shown covers rain loading requirements specific Standard BRACING- to the use of this truss component. 1)Dead+Roof Live(balanced):Lumber TOP CHORD 3)All plates are MT20 plates unless otherwise Increase=1.25,Plate Increase=1.25 Structural wood sheathing directly applied or 6-0-0 Uniform Loads(plf) oc purlins. indicated. Vert:1-3:--54,1-4=-20 BOT CHORD 4)This truss has been designed fora 1 psf Concentrated Loads(lb) bottom chord live load nonroncurrent withith any F Rigid ceiling directly applied or 3-0-9 oc bracing. other live loads. Vert:5 -1498( )6=-86(F)7=-160(F) MiTek recommends that Stabilizers and 5)"This truss has been designed for a live load required cross bracing be installed during of 20.Opsf on the bottom chord in all areas truss erection,in accordance with Stabilizer where a rectangle 3.6-0 tall by 2-0-0 wide will fit Installation guide. between the bottom chord and any other members. REACTIONS. (Ibdsize) 6)Refer to girder's)for truss to truss 1 = 822/0-8-0 connections. 4 = 1405r'Mechanical 7)Provide mechanical connection(by others) of Max Horz truss to bearing plate capable of withstanding 1 = 108(LC 8) 247 lb uplift at joint 1 and 489 lb uplift at joint 4. Max Uplift 8) Hanger(s)or other connection device(s)shall 1 = -247(LC 8) be provided sufficient to support concentrated 4 = -489(LC 8) load(s)861b down and 44 Ib up at 1-1-1,and 160 lb down and 62 lb up at 3-1-1,and 1498 lb FORCES. (lb) down and 515 lb up at 5-0-12 on bottom chord, Max.Comp./Max.Ten.-All forces 250(lb)or less The design/selection of such connection except when shown. device(s)is the responsibility of others. WEBS 9) In the LOAD CASEfS)section,loads applied 2-5=-2191298,3-4=-2811100 to the face of the truss are noted as front(F)or back(B). NOTES- (10) 10)"This manufactured product is designed as 1)Wind:ASCE 7-16;Vult=165mph(3-second an individual building component. The gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf; suitability and use of this component for any h=15ft;B=45ft;L=28ft;save=oft;Cat.11;Exp B; particular building is the responsibility of the Encl.,GCpi=0.18;MW FRS(directional);Lumber building designer per ANSI TPI 1 as DOL=1.60 plate grip DOL=1.60 referenced by the building code." SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oily Ply A0238150 34296-4-5 T03 GIRDER TR 1 1 Job Reference(optional) R.ln'8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:58 2021 Page 1 ID:JbsSUYEphoZuYTshvwE3BRyhOBX-?Kped?yl Vo8E TH?born?co6aXwF?6UmTJe4ZUay1Mwx 21.0.0 1 40 43.7 7.0.0 11.11 14 15-4-13 18$•0 20.8-021 4.0 24-5.13 30-4-0 31.4-0 0 0 3.7 2.8 9 4•ti 14 3 5 0 3-3 3 2.0-00 4-0 3-1.13 5-10-3 0.0 0-4.0 Scale=1:57.6 4x4 5, 12 46 3x8 2x4 1 4x6= 7 3 4 5 2k4 8 i 18 19 W Wi W3 Y1 W3 >�44 u�Tgg 2 } 9 I 1 10 NOP2X STP 16 15 14 20 13 12 11 NOP2X STP= 0-8-0"A 3x4= 8x10 WB 3x8= 6i8— 4x6 2x4 I i 1 21-0-0 11-11-14 _ 15-4.13 _ 18=8-0 _20-8-0 21.4-0 30-4-0 1 7-0-0 4-11-14 3-5-0 3-3-3 2-0-00-4-1T 9-0-0 0-4-0 Plate Offsets(X,Y)-- [2:0-3-12,Edge],[3:0-3-8,0-2-0],[7:0-2-0,0-1-12],[16:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFI_. in floc) Well Ud PLATES GRIP 1 CLL 20.0 Plate Grip DOL 125 TC 0.62 Vert(LL) -0.27 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.81 Vert(CT) -0,49 13 >720 180 BCLL 0.0 Rep Stress Incr NO WS 0.84 Horz(CT) 0.11 9 nla n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:170 lb FT=20% LUMBER- TOP CHORD 2x4 SP 225OF 1.9E*Except" 5)All plates are MT20 plates unless otherwise T314:2x4 SP No.2 TOP CHORD indicated. 80T CHORD 2x6 SP DSS*Except* 2-3=-493211590,3-17=-452411518, 6)This truss has been designed for a 10.0 psf B3:2x6 SP No.2 4-17=-4523/1518,4-18=-5006/1681 I bottom chord live load nonconcurrent with any WEBS 2x4 SP No.3 5-18=-500511681,5-19=-5005/1681, other live loads. OTHERS 2x4 SP No.3 6-19=-5005/1681,6-7=-3093/1038, 7)*This truss has been designed for a live load BRACING- 7-8=-3125/1036,8-9=-3367/1120 of 20.0psf on the bottom chord in all areas TOP CHORD BOT CHORD where a rectangle 3-6-0 tall by 2-0-0 wide will fit Structural wood sheathing directly applied or 2-9-7 2-16=-1363/4461,15-16=-1713/5520, between the bottom chord and any other oc pur'ins. 1 5-20=-1 7 1 3155 20, members. BOT CHORD 14-20=-171315520, 8)Provide mechanical connection(by others)of Rigid ceiling d rectly applied or 6-4-14 oc bracing. 13-14=-1713/5520, truss to bearing plate capable of withstanding MiTek recommends that Stabilizers and 1 2-1 3=-1 33614373, 773 lb uplift at joint 2 and 574 lb uplift at joint 9. required cross bracing be installed during 11.12=-1336/4373,9.11=-943/3035 9)Hanger(s)or other connection device(s)shall truss erection, ;n accordance with Stabilizer WEBS be provided sufficient to support concentrated ,nstallat'on guide. 3-16=-33111229,6-13=-275/925, load(s)199 lb down and 65 lb up at 7-0-0 on top 6-11=-24211848,4-13=-753/282, chord,and 375 lb down and 123 lb up at 7-0-0, REACTIONS. (lb/size) 7-11=-704/2195,4-14=-133/560, 4-16=-1159/387 and 375 lb down and 123 lb up at 11-8-0 on 2 2227.+0-8-0 bottom chord. The design/selection of such 9 = 1611),080 connection device(s)is the responsibility of Max Horz NOTES- (11) 2 = -103 LC fi 1)Unbalanced roof live loads have been others. ( } 10)In the LOAD CASE(S)section,loads applied Max Upl It considered for this design. to the face of the truss are noted as front(F)or 2 = -773(LC 8) 2)Wind:ASCE 7-16;Vult=165mph(3-second back(B). 9 - -571(LC 8) gust)Vasd=128mph;TCDL=4.2psf; 11)"This manufactured product is designed as BCDL=3.0psf;h=150;8=45ft;L=28ft;eave=oft; an individual building component. The FORCES. (lb) Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS ( ) suitability and use of this component for any Max.Comp-Max.Ten.-All forces 250(lb)or less (directional);Lumber DOL=1.60 plate grip particular building is the responsibility of the except when shown. DOL=1.60 building designer per ANSI TPI 1 as TOP CHORD 3)Building Designer/Project engineer referenced by the building code." 2-3=-4932/1590,3-17=-4524/1518, responsible for verifying applied roof live load 4-17=-452311518,4-18=-5005/1681, shown covers rain loading requirements specific LOAD CASE(S) 5-18- 5005/1681,5-19=-5005/1681, to the use of this truss component. Standard 6-19=-5005/1681,6-7=-309311038, 4)Provide adequate drainage to prevent water 1)Dead+Roof Live(balanced):Lumber 7-8=.3 1 2511 036,8-9=-3367/1120 ponding. Increase=1.25,Plate Increase=1.25 Continued on page 2 Uniform Loads(plf) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply Ao23s15a 34296-4-5 T03 GIRDER TR 1 1 Jab Reference;.optiona) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc Thu Sep 9 13:34:58 2021 Page 2 ID:JbsSUYEphcZuYTstwwE3BRyhOBX-'2Kped?y1Vo8E TH7.bom')co6aXwF?6JmTJe4ZUayfMWz LOAD CASE(S) Standard Uniform Loads(plf) Vert: 1-3=-54,3-17=-134(F=-80),6-17=-54, 6-7=-54,7-10=-54,2-16=-20, 16-20=-59(F=-39), 9-20=-20 Concentrated Loads(Ib) Vert:3=-199(F)16=-375(F)20=-375(F) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oly Ply A0238151 34296-4-5 T04 HIP TR 1 1 Job Relefence(optional) Run:8.420 s Feb 10 2021 Print-8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:34:59 2021 Page 1 ID:JbsSUYEphczuYTshvwE3BRyhOBX-TWMOrLzfG6G5adsC9VHE90fn3Kb.-r5gdYlg700y(M Ww 21-4-0 140 k8 i( 9-0.0 15-1-8 20-8.0 21 -0 24-7-6 30-4-0 31-4-D 0.p "41 3-3-5 6-1-8 5 6 8 0 4=0 3-3-6 5-8-10 ti-O-c 0-4-0 Scale=1:55.1 44 2x4 11 Ax6= 15W 12 A 18 17 121B 19 6 20 2x4 zz, 7x4 3 1S I 7 � 14 � 21 Jr 2 8 1 9 s NOP2XSTP- t3 i2 i1 10 NOP2XSTP= 3x4- 3X8= 3X6= 3x4= 0 8 1 s} 21-4.0 9-0.0 { 15-1-8 20-8-0 2135 30-4-0 9-0.0 6-1-8 5-6-8 d-7-t 9.0-0 0-0-11 Plate Offsets(X,Y)-- [4:0-3-8,0-2-0],[6:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.44 Vert(LL) -0.16 2-13 >999 240 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.82 Vert(CT) -0.36 2-13 >976 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.21 Horz(CT) 0.09 8 Na nla BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:144 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 71'This truss has been designed for a live load HOT CHORD 2x4 SP No2 BOT CHORD of 20.Opsf on the bottom chord in all areas WEBS 2x4 SP No.3 2-13=-770/1991, 12-13=-612/1811, where a rectangle 3-6-0 tall by 2-0-0 wide will fit BRACING- 11-12=-617/1812,10-11=-617/1812, between the bottom chord and any other TOP CHORD 8.10=-775/1991 members. Structural wood sheathing directly applied or 3-5-4 WEBS 8)Provide mechanical connection(by others)of oc purlins. 4-13=-65/373,4-12=-201/547, truss to bearing plate capable of withstanding HOT CHORD 5.12=-382/236 6-12=-200/545, 427 lb uplift at joint 2 and 427 lb uplift at joint 8. Rigid ceiling directly applied or 6-7-14 oc bracing. 6-10=-64/374 9)"This manufactured product is designed as an MiTek recommends that Stabilizers and individual building component. The suitability required cross bracing be installed during NOTES- (9) and use of this component for any particular truss erection,in accordance with Stabilizer 1)Unbalanced roof live loads have been building is the responsibility of the building Installation guide. considered for this design. designer per ANSI TPI 1 as referenced by the 2)Wind:ASCE 7-16;Vult=165mph(3-second building code.' REACTIONS. (lb/size) gust)Vasd=128mph;TCDL=4.2psf; 2 = 1170/0-8-0 BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; LOAD CASE(S) 8 = 1170/0-8-0 Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS Standard Max Horz (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 2 = .100(LC 10) Interior(1)2-0-0 to 9-0-6,Exterior(2R)9-0-6 to Max Uplift 12-0-6,Interior(l) 12-0-6 to 21-3.10, 2 = -427(LC 12) Exterior(2R)21-3-10 to 24-3-10,Interlor(1) 8 = .427(LC 12) 24-3-10 to 31-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber FORCES. (lb) DOL=1.60 plate grip DOL 1.60 Max.Comp./Max.Ten.-All forces 250(lb)or less 3)Building Designer/Project engineer except when shown. responsible for verifying applied roof live load TOP CHORD shown covers rain loading requirements specific 2-14=-2222/913,3-14=-2183/925, to the use of this truss component. 3-15=-2001/823,4-15=-1991/833, 4)Provide adequate drainage to prevent water 4-16=-2192J960, 16-17=-2192/960, ponding. 5-17=-21921960,5-18=-2192/960, 5)All plates are MT20 plates unless otherwise 18-19=-2192/960,6-19=-2192/960, indicated. 6-20=-1992/833,7-20=-20011823, 6)This truss has been designed for a 10.0 psf 7-21=-2183/925,8-21=-2222/913 bottom chord live load nonconcurrent with any BOT CHORD other live loads. 2-13=-770/1991, 12-13=-612/181 1, SALVADOR JURADO ME STATE OF FLORIDA REG NO, 19939 -6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type oty Ply A0238152 34296-4-5 T05 HIP TR i 1 Job Reference(optional) Run.8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:00 2021 Page 1 IDJbsSUYEphcZuYTshvwE36RyhOBX-xiwP2h H1POyDnRC4DoThDBwCkzDaYLmnyZgYSyfMWv 6-6-5 , 11-0-0 15-2-0 _ 19-4-0 23-9-1 i 30-4-0_ 31-4-,0 6-6-5 4-5-11 4-2-0 4-2-0 4-5-11 6-6-5;b Scale-1:54.8 4x4= 4xa = �x4= 5.00 12 3 15 5 3x4 / \ 3x4 2 B W 1fW4 W4 lhr 1# I \ 16 i \ S 3x4 Z i3 12 1 t 10 9 1 STP= 2x4 3Z5= 3x6 = 2x4 3x8= 6-6-5 _ 11-0-0 19-4-0 23-9-11 30-4-0_ 6-6-5 4-5-11 8-4-0 4-5-11 6-6-5 Plate Offsets(X,Y)-- 11:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.15 10-12 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.36 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 7 Na nla BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:147 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 7)'This truss has been designed for a live load BOT CHORD 2x4 SP No.2 BOT CHORD of 20.011 on the bottom chord in all areas WEBS 2x4 SP No.3 1-13=-725/2024, 12-13=-72512024, where a rectangle 3-6-0 tall by 2-0-0 wide will fit BRACING- 11-12=-594/1755,10-11=-59411755, between the bottom chord and any other TOP CHORD 9-10=-73312009,7-9=-73312009 members. Structural wood sheathing directly applied or 3-1-9 WEBS 8)Provide mechanical connection(by others)of oc purlins. 2-12=-4611252,3-12=-163/486, truss to bearing plate capable of withstanding BOT CHORD 4-1 2=-26711 1 3,4-1 0=-269/1 17, 357 lb uplift at joint 1 and 428 lb uplift at joint 7. Rigid ceiling directly applied or 6-9-5 oc bracing. 5-1 0=-1601484,6-10=-446/244 9)"This manufactured product is designed as an MiTek recommends that Stabilizers and NOTES- (9) individual building component. The suitability required crass bracing be installed during and use of this component for any particular 1 Unbalanced roof live loads have been building is the responsil ilfly of the building truss erection,in accordance with Stabilizer ) Installation guide. considered for this design. designer per ANSI TPI 1 as referenced by the 2)Wind:ASCE 7-16;Vult=165mph(3-second building code." REACTIONS. (lb/size) gust)Vasd=128mph;TCDL=4.2psf; 1 = 109610-8-0 BCDL=3.Opsf;115ft;B=45ft;L=280;eave=4tt; LOAD CASE(S) 7 = 1171/0-8-0 Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS Standard Max Horz (directional)and C-C Exterior(2E)0-4-0 to 3-4-0, 1 = -119(LC 10) Interior(1)3-4-0 to 11-0.0,Exterior(2R)i 1-0-0 to Max Uplift 15-2.0,Interici 15-2-0 to 19-4-0,Exteriorli 1 = -357(LC 12) 19-4-0 to 23-9-11,Interiorli 23-9-11 to 31-4-0 7 = -428(LC 12) zone;C-C for members and forces&MWFRS for reactions shown;Lumber DO11i plate FORCES, (Ili grip DOL=1.60 Max.Comp./Max.Ten.-All forces 250(lb)or less 3)Building Designer/Project engineer except when shown. responsible for verifying applied roof live load TOP CHORD shown covers rain loading requirements specific 1-14=-22771874,2-14=-2211/886, to the use of this truss component. 2-3=-18291764,3-4=-16501736, 4)Provide adequate drainage to prevent water 4-15=-16481741,5-15=-1648/741, ponding. 5-6=-1826/763,6-16=-21981885, 5)All plates are MT20 plates unless otherwise 7-16=-22621869 indicated. BOT CHORD 6)This truss has been designed for a 10.0 psf 1-13=-725/2024, 12-13=-725/2024, bottom chord live load nonconcurreni with any 11.12=-5941i755, 10-11=-59411755, other live loads. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Jab Truss Truss Type Oty Ply A0238153 34296-4-5 T06 HIP TR 1 1 Job Reference(optional) Run 8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:01 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-PvUnFt voiWpcAGaGwJiERk2l8H4JxTvOcJE4vyfMWu 7-7-12 _ 13-0-0 _ 17-4-0 22-8-4 30-4-0 31-4-0 7-7-12 5-4-4 4-4-0 5-4-4 7-7-12 1-0-6 Scale=1:54.8 46= 4x4= 5.00 12 TP 3x4 14 17 3x1 2 S Cn { 13 W tkq y 45 1 W 2 V1f2 18 6 7 3x5 12 11 10 9 8 NOP2X STP= 2x4 3x4= 3x6= 2x4 I 3x8= 7-7-12 13-0-0 17-4-0 22-8-4 30-4-0 7-7-12 5-4-4 4-4-0 5-4-4 1 7-7-12 Plate Offsets(X,Y)-- [1:0-1-2,Edge],[3:0-3-8,0-2-0],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.27 1-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:147 lb FT=200% LUMBER- TOP CHORD 2x4 SP No.2 7)'This truss has been designed for a live load BOT CHORD 2x4 SP No-2 BOT CHORD of 20.Opsf on the bottom chord in all areas WEBS 2x4 SP No.3 1-1 2=-696/1980, 11.12=-696/1980, where a rectangle 3-6-0 tall by 2-0-0 wide will fit BRACING- 10-11=-450/1468,9-1 0=-70611 96 7, between the bottom chord and any other TOP CHORD 8-9=-70611967,6-8=-706/1967 members. Structural wood sheath..ng directly applied or 2-7-4 WEBS 8)Provide mechanical connection(by others)of oc purins. 2-12=0/290,2-11=-606/292, truss to bearing plate capable of withstanding BOT CHORD 3-1 1=-1 18/391,4-1 0=-1 211391, 357 lb uplift at joint 1 and 428 lb uplift at joint 6. Rigid ceiling directly appFed or 6-9-6 oc bracing. 5-1 0=-591/285,5-8=0/288 9)"This manufactured product is designed as an MiTek recommends that Stabilizers and NOTES- individual building component. The suitability 9 required cross bracing be instal ed during ( ) and use of this component for any particular truss erection,in accordance with Stab lizer 1)Unbalanced roof live loads have been building is the responsibility of the building Installation guide. considered for this design. designer per ANSI TPI 1 as referenced by the 2)Wind:ASCE 7-16;Vult=165mph(3-second REACTIONS. (lb/size) gust)Vasd=128mph;TCDL=4.2psf; building code." 1 = 1096/0-8-0 BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=oft; LOAD CASE(S) 6 = 1171I0 8 0 Cat. 11,Exp B;Encl.,GCpi=0.18;MWFRS Standard Max Horz (directional)and C-C Exterior(2E)0-4-0 to 3-4-0, 1 = -139(LC 10) Interior(1)3-4-0 to 13-0-6,Exterior(2E) 13-0-6 to Max Uplift 17-3-10,Exterior(2R) 17-3-10 to 21-6-9, 1 p -357(LC 12) Interior(1)21-6-9 to 31-4-0 zone;C-C for 6 = -428(LC 12) members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FORCES. (lb) 3)Building Designer/Project engineer Max.Comp./Max.Ten.-All forces 250(lb)or less responsible for verifying applied roof live load except when shown. shown covers rain loading requirements specific TOP CHORD to the use of this truss component. 1 13=2234/850,2-13m-2163/865, 4)Provide adequate drainage to prevent water 2.14=-1658/707,3-14=-15891722, ponding. 3-15=-1469/708,15-16=-1469/708, 5)Alf plates are MT20 plates unless otherwise 4-16= 14691708,4-1 7=-1 5891726, indicated. 5-17=-1657/710,5-18=-2150/866, 6)This truss has been designed for a 10.0 psf 6-18:-2223/847 bottom chord live load nonconcurrent with any BOT CHORD other live loads. 1-1 2=-696/1980,11.12=-696/1980, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238154 34296-4-5 T07 HIP TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,'nc. Thu Sep 9 13:35:02 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-t529TN?XZ1egT4amgegxmeG9eXbV2Ks3EF2ndLyfMWt 15-4-0 8-9-6 15-0-0 15-2 0 21.6-10 30-4-0 31-4-0 8-9-6 6.2-10 0-2 0 8 2 10 8-9.6 1-0-d 0.2-0 Scale=1:54,8 4x4 = 3 5,00 F12 3x4 12 13 3k4 2 4 ti 1 .1 W2 YV2 yy 14 IR5 B 3x5 ZZ 10 9 $ 7 NOP2X STP= NR-R T% 20 3x9= 3xd= 2x4 15.4.0 8-9.6 _ 1 15.0-0 15,L2,t} 21.6-I:1 30-4.0 i B-9-6 6.2.10 0-M 6-2-'0 8-9.6 0-2-0 Plate Offsets(X,Y)-- [1:0-1-2,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 1-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.38 1-10 >931 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(CT) 0.09 5 nr'a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH We,ght:136lb FT=200/6 LUMBER- TOP CHORD 2x4 SP No.2 8)"This manufactured product is designed as an BOT CHORD 2x4 SP No.2 WEBS individual building component. The suitability WEBS 2x4 SP No.3 2-10=0/338,2-9=-742/350, and use of this component for any particular BRACING- 4-9=7311345,4-7=01337, building is the responsibility of the building TOP CHORD 3-9=-296+812 designer per ANSI TPI 1 as referenced by the Structural wood sheathing directly applied. building code,' BOT CHORD NOTES- (8) Rigid ceiling directly applied or 6-11-6 oc bracing. 1)Unbalanced roof live loads have been LOAD CASE(S) —MiTek recommends that Stabilizers and considered for this design. Standard required cross bracing be installed during 2)Wind:ASCE 7-16;Vult=165mph(3 second truss erection,in accordance with Stabilizer gust)Vasd=128mph;TCDL=4.2psf; Installation guide. BCDL=3.Opsf;h=15ft;B=45ft;L=28h;eave=4ft; Cat. II;Exp B;Encl.,GCpi=0A8;MWFRS REACTIONS. (lb/size) (directional)and C-C Exterior(2E)0-4-0 to 3-4-0, 1 1096/0-8-0 Interior(1)3-4-0 to 15-2-0,Exterior(2R) 15-2-0 to 5 = 1171/0-8-0 19-4-15,Interior(1) 19.4-15 to 31-4-0 zone;C-C Max Horz for members and forces&MW FRS for reactions 1 = -160(LC 10) shown;Lumber DOL=1.60 plate grip DOL=1.60 Max Uplift 3)Building Designer/Project engineer 1 = -357(LC 12) responsible for verifying applied roof I.ve load 5 = -428(LC 12) shown covers rain loading requirements specific to the use of this truss component. FORCES. (lb) 4)All plates are MT20 plates unless otherwise Max.Comp./Max.Ten.-All forces 250(lb)or less indicated. except when shown. 5)This truss has been designed for a 10.0 psf TOP CHORD bottom chord live load nonconcurrent with any 1-11=-2179/789,2-11=-20971808, other live loads. 2-12=-1482/614,3-12=-1400/632, 6)'This truss has been designed for a live load 3-1 3=-1400/626,4-13=-1481/607, of 20.Opsf on the bottom chord in all areas 4-14=-20871798,5-14=-2170/776 where a rectangle 3-6-0 tall by 2-0-0 wide will fit BOT CHORD between the bottom chord and any other 1-1 0=-631/1922,9-10=-63111922, members. 8-9=-63511912,7-8=-63511912, 7)Provide mechanical connection(by others)of 5-7=-635/1912 truss to bearing plate capable of withstanding WEBS 357 lb uplift at joint 1 and 428 ib uplift at joint 5. 2-1 0=013 38,2-9=-742/350, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238155 34296.4-5 T08 SPECIAL TR 2 1 Job Reference(optional) Run:8 420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:03 2021 Page 1 ID:JbsSUYEphr-ZuYTshvwE3BRyhOBX-LlcXgj09KKmX4E9zOLLAJspP Wx?vngFCTVOK9nyfM Ws - -0-0 5-0-0 9 8 0 . 12-2-8} 19-10-0 I 27-5-8 35-0-0 36-0-0 1-0 5-0-0 4-8-0 2-6-9 7-7-8 7-7-8 7-6-8 1-0-0 Scale=1:65.1 4xfi — li r �p 2� * S,110 y2 3x 4x4� 4x4= xA -y "` 3 fi Wti y 17 W W4 5 W5 22 17 1 2 8 9 23 NOP2 1312 24 25 11 10 `X 15 1A X STP= NOWC�TP= __ 3x4—_ 3x6= 3x4= 2xA 3x4 x 3x4= 3x4 = 5-0-0 _ 9-8-0 16-3-11 23-4-5 29-9-13_ 3535 5-0-0 4-8-0 6-7-11 7-0-11 6-5-8 5-2-3 Plate Offsets(X,Y)-- [2:0-1-8,Edge],[3:0-2-0,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.17 11.13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.2911-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.06 8 nla n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:171 lb FT=20% LUMBER- TOP CHORD 2x4 SP No-2 3)Building Designer/Project engineer BOT CHORD 2x4 SP No.2 TOP CHORD responsible for verifying applied roof live load WEBS 2x4 SP No.3 2-16=-477/1501,3-16=-472/1556, shown covers rain loading requirements specific BRACING- 3-17=-38511382,17-18=-385/1382, TOP CHORD 18-19=-385/1382,4-19=-386/1382, to the use of this truss component. Structural wood sheathing directly applied or 3-4-5 4-5=-1124/425,5-20=-15221582, 4)Provide adequate drainage to prevent water oc purlins. 6-20=-14441593,6-21=-1 616/640, 5)All plates are MT20 plates unless otherwise g. BOT CHORD 7-21=-1 6941629,7-22=-2289l751, indicated. All Rigid ceiling directly applied or 4-11-0 oc bracing. 8-22=-23451732 indicated. 6)This truss has been designed fora 10.0 psf WEBS BOT CHORD 1 Row at midpt 4-15 2-23=-4 3661498, 15-23=-13661498, bottom chord live load nonconcurrent with any 14-15=-26311078, 13-14=-423/1453 other live loads. , MiTek recommends that Stabilizers and 7)`This truss has been designed for a live load required cross bracing be installed during 12-13=-283/1199,1 2-24=-28311 1 99, of 20.Opsf on the bottom chord in all areas truss erection,in accordance with Stabilizer 24-25=-28311199,11-25=-283/1199, where a rectangle 3-6-0 tall by 2-0-0 wide will fit Installation guide. 10-11=-620/1911,8-10=607/2083 between the bottom chord and any other WEBS members,with BCDL=10.Opsf. REACTIONS. (lb/size) 3-15=-8721404,4.15=-2606/844, 8)Provide mechanical connection(by others)of 2 = -330/0-8-0 4-14—152/611,5-14=-552l285, truss to bearing plate capable of withstanding 15 193910-8-0 6-13=-67/388,6-11=-1 73,709, 451 lb uplift at joint 2,686 lb uplift at joint 15 and 8 = 1076/0-8-0 7-11=-574/321,7.10=0/303 398 lb uplift at joint 8. Max Horz 9)"This manufactured product is designed as an 2 = 162(LC 11) NOTES- (9) individual building component. The suitability Max Uplift 1)Unbalanced roof live loads have been and use of this component for any particular considered for this design.2 = -451{LC 18) Wind:ASCE 7-16;Vult=165m h 3 second building is the responsibility of the building 2 15 = -686(LC 12) ) p ( designer per ANSI TPII 1 as referenced by the 8 = -398 LC 12 gust)Vasd=128mph;TCDL=4.2psf; Max Grav ( ) BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; building code." 15 = 2115(LC 2) Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS LOAD CASE(S) 8 = 1197(LC 18) (directional)and C-C Exterior(2E)-1-0-0 to 2.0-0 Standard ,Interior(1)2-0-0 to 5-0-6,Exterior(2R)5-0-6 to FORCES. (lb) 8-0-6,Interior(1)8.0-6 to 19-10-0,Exlerior(2R) Max.Comp./Max.Ten.-All forces 250(lb)or less 19-10-0 to 22-10-0, Interior(1)22-10.0 to 36-0-0 except when shown. zone;porch left exposed;C-C for members and TOP CHORD forces&MWFRS for reactions shown;Lumber 2.16=-477/1501,3-1 6=-47 211 556, DOL=1.60 plate grip DOL=1.60 SALVADOR JURADO ME STATE OF FLORIDA REG NO, 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type oty Ply A0238156 34296-4-5 T09 SPECIAL TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 M Tek Industries,Inc. Thu Sep 9 13:35:04 2021 Page 1 ID:ibsSUYEphcZuYTshvwE3BRyhOBX•pUAw31o5euOiOk9x3tPs3MbuLdtWF?M ZXuhDyIMWr Ct' 7-0-0 11-8-0 12.2.1016-3-11 19-10-0 27-5-7 29-9-12, 35-0-0 36-0-0 Q•{t 7-0-0 4-8-0 0-6- 0 4-1-1 3-6 5 7-7-7 2 4-5 5-2.4 1-0-b Scale- 1 65A 4x6 5 i8 19 S.00 F,2 4x6% 44= 3x4 3 6 16 17 1 2 15 1f # 6 W7 20 7 8 i L'izJ 21 22 14 13 1211 23 24 10 D NOP2X STP= N0646STP= b1@P,*gtr= 4x4= 3x6= 3x4= W 0-8-gale) 3x4 �1 3x4// 3x4= 5-0-0 7-0-0 11-8-0 16-3-11 19-10-0 23-4-5 29-9-12 _35-0-0 i 5-0-0 2-0-0 4-8-0 4-7-11 3-6-5 3-6-5 6-5-7 5-2-4 Plate Offsets(X,Y)-- [3:0-3-0,0-1-12],[4:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.18 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.31 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.06 7 n..a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight.170 lb FT-20%, LUMBER- TOP CHORD 2x4 SP No.2'Except' 3)Building Designer Y Project engineer T3:2x4 SP 225OF 1.9E TOP CHORD responsible for verifying applied roof live load BOT CHORD 2x4 SP No.2 2-15=-426/1258, 15-16=-413/1311, shown covers rain Loading requirements specific WEBS 2x4 SP No.3 3-16=-413/1365,3.17=-15321635, to the use of this truss component. BRACING- 4-17=-1532/635,4-18=-1617/626, 4)Prov;de adequate dra nags to prevent water TOP CHORD 5-1 8=-1530/640,5-19=-1695/680, ponding Structural wood sheathing directly applied or 3-4-8 6-1 9=-1 7731670,6-20=-2361/790, 5)All plates are MT20 plates unless otherwise oc purlins. 7-20=-24171771 indicated BOT CHORD BOT CHORD 6)This truss has been designed for a 10.0 psf Rigid ceiling directly applied or 5-1-4 oc bracing. 2-21=-I 1861467,21-22=-1186/467, bottom chord live load nonconcurrent with any MiTek recommends that Stabilizers and 14-22=-1186/467, 12-13=-501/1640, other live loads. required cross bracing be installed during 11-1 2=-324/1267,11-23=-324/1267, 7)'This truss has been designed for a live load truss erection,in accordance with Stabilizer 23-24=-324/1267,10-24=-32411267, of 20.Ops1 on the bottom chord in all areas Installation guide. 9-10=-655/1979,7-9=-64212149 where a rectangle 3-6-0 tall by 2-0-0 wide will fit WEBS between the bottom chord and any other (REACTIONS. (lb/size) 3-14=-2132/835,4-13=-794/369, members,with BCDL 10.Opsf. 2 = -21610-8-0 5-12=-77/416,4-12=-304/167, 8)Provide mechanical connection(by othersi of 14 = 1797/0-8-0 5-10=-167/713,6-10=-566/316, truss to bearing plate capable of withstanding 7 = 1104/0-8.0 6-9=01298,3-13=-556/1759 346 lb uplift at joint 2,620 lb uplift at joint 14 and Max Horn NOTES' (9) 409 lb uplift at joint 7. 2 = -162(LC 10) 1)Unbalanced roof live loads have been 9)"This manufactured product is designed as an Max Uplift indiv,dual building component. The suitability considered for this design. 2 = -346(LC 18} and use of this component for any particular 14 = -620(LC 12) 2}Wind: dzI2ASCE mph;VuDL=4.mph(3 second building is the responsibility of the building 7 = -409(LC 12) gust)Vasd=128mph;TCDL=4.2psf; designer per ANSI TPI 1 as referenced by the Grav BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=oft; building code." MaxM a 1973(tC 2} Cat.11;Exp B;Encl.,GCpi=O.18;MWFRS 1 = 1228(LC 2) (directionat)and C-C Exterior(2E)-1-0-0 to 2-0-0 LOAD CASE(S) Interlor(1)2-0 0 to 7-0 0,Exterior{2R)7-0 0 to Standard FORCES. (lb) 10-0-0, Interior(1) 10.0-0 to f 9.10-0, Max.Comp./Max.Ten.-All forces 250(lb)or less Exterior(2R) 19-10-0 to 22-10-0,Interior(1) except when shown. 22-10-0 to 36-0-0 zone;porch left exposed;C-C TOP CHORD for members and forces&MW FRS for react ons 2-1 5=-426/i 258, 15-16=411311311, shown;Lumber DOL=1.60 plate grip DOL=1.60 3-16=-413/1365,3-17=-15321635, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAM1 FL, 33166 Job Truss Truss Type Qty Ply A0238157 34296-4-5 T10 SPECIAL TR 2 1 Job Reference(optional) Run-8.420 s Feb 10 2021 Print:8 420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:05 2021 Page 1 ID:JbsSUYEphcZuYPshvwE3BRyhOBX-Igk15P1 WFKYJLVmOeOHuijleJFgJVwDHRDgyfMWq 00-�5-5-0 F 9-0-0 13-8-0 19-10-0 26-0-0 27-1-2 35-0-0 36-0.0 1'-0-0 5-5-0 3-7-0 4-8 0 6-2-0 6-2-0 1-1-2 7-10-14 7-0-0 Scale=1:65.1 04— 6 ' 4x4= 4x4 20 5,00 12 3x4 4 T 3x5 ' 3 17 is V$6 W kr v1 16 lu1 W4 W5 5 tNT 21 {4 1 2 r' s 9 i \ ' 22 75 14 1312 23 34 11 10 NOP2X STP= N0b%X(PTP= b9FIA6.15-V 3x10—_ 3x6= 3x4= 7x•1 4-s-� g1 3x4 = 2x4 if 30 - 5-0-0 9-0-0 13-8-0 16-3-11 19-10-0� 23-4-5 27-1-2 29-4-1 it 35-0-0 5-0-0 4-0-0 4-8-0 2-7-11 3-6-5 3-6-5 3-8-13 2-3-9 5-7-5 Plate Offsets(X,Y)-- [5:0-2-0,0-2-4],[14:0-3-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.17 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0 29 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz;CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:176 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 3)Building Designer/Project engineer BOT CHORD 2x4 SP No,2 TOP CHORD responsible for verifying applied roof live load WEBS 2x4 SP No.3 2.16=-400/1186,3-16=-395/1248, shown covers rain loading requirements specific BRACING- 3-17 -726/300,4-17=-717/310, to the use of this truss component. TOP CHORD 4-18=-639/303,5-18=-639/303, 4)Provide adequate drainage to prevent water Structural wood sheathing directly applied. 5.19=-1629/657,6-19=-1576/667, ponding. BOT CHORD 6-20 -1737/716,7-20=-1801/698, 5)All plates are MT20 plates unless otherwise Rigid ceiling directly applied or 5-6-15 oc bracing. 7-21=-22971763,8-21=-2370/737 indicated. MiTek recommends that Stabilizers and BOT CHORD 6)This truss has been designed for a 10.0 psf required cross bracing be installed during 2-22=-1100/421, 15-22=-1100/421, bottom chord live load nonconcurrent with any truss erection,in accordance with Stabilizer 14-15= 758/281, 13-14=-474/1576, other live loads. Installation guide. 12.13 -310/1248,12-23=-31011248, 7)"This truss has been designed for a live load 23-24=-310/1248, 11-24=-310/1248, of 20.Opsf on the bottom chord in all areas REACTIONS. (lb/size) 10-11= 596/1860,8-10=-600/2090 where a rectangle 3-6-0 tall by 2-0-0 wide will fit 2 = -205/0-8-0 WEBS between the bottom chord and any other 8 = f 101/0-8-0 3-14=-47011568,6-11=-231/777, members,with BCDL=10.Opsf. 15 = 178810-8-0 7-11=-524/305,7-10=-6/338, 8)Provide mechanical connection(by others)of Max Horz 6-13=-128/491,5-13=-252/184, truss to bearing plate capable of withstanding 2 = 162(LC 11) 5-14=-11651465,3-15=-18631715 319 lb uplift at joint 2,406 lb uplift at joint 8 and Max Uplift NOTES- 9 638 lb uplift at joint 15. O 2 = -319(LC 18) 9)"This manufactured product is designed as an 8 - -406 LC 12 1)Unbalanced roof live loads have been = -638(LC 12) considered for this design. individual building component. The suitability 15 ( ) and use of this component for any particular Max Grav 2)Wind:ASCE 7-16;Vult=165mph(3-second building is the responsibility of the building 8 = 1231LC 18 gust)Vasd=128mph;TCDL=4.2psf; ( ) BCDL=3.0 f h=15ft;B=4511;L=28ft;eave=4ft; designer per ANSI TPl 1 as referenced by the 15 = 1953(LC 17) �� building code." Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(Ib)or less Interior(1)2-0-0 to 9-0-0,Exterior(2R)9-0.0 to Standard except when shown. 12-0-0,Interior(1) 12-0-0 to 19-10-0, TOP CHORD Exterior(2R) 19-10-0 to 22-10-0.Interior(1) 2-16=-400/1186,3-16=-395/1248, 22-10-0 to 36-0-0 zone;parch left exposed;C-C 3-17=-726/300,4-17=-717/310, for members and forces 8 MWFRS for reactions 4-18=-639/303,5-18=-639/303, shown;Lumber DOL=1.60 plate grip DOL=1.60 5.19=-1629/657,6-1 9=-1 576/667, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238158 34296-4-5 T11 SPECIAL TR 2 1 Job Reference(options) Run;8.420 s Feb 10 2E21 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:07 2021 Page 1 ID:JbsSUYEphcZuYTshwrE3BRyhOBX-E32W43gNZGyZrTkdB061',_2NYKgIafoOXmYIYy{M Wo 6-8-2 11-0-0 15-8-0 19-10-0 26-0-0 35-0-0 36-010 6-8-2 4-3-14 480 4-2-0 6-2-0 9-0-0 f-0 0 Sea e-1:65 1 4x4 44 dx4 = = $ 5-0012 4 19 20 3x4 3x5� 1� 1g � 7 ti 3 16 1 fi 21 8 v 1 2132 9 22 ILIJ 15 14 13 12 23 24 }1 10 N0132X STP= NOC%C6';TP= "IW{n7Q 3x6= 3x4= 3x4 3x4= 2x4 3x4 = 5-0-0 11-0-0 15-8-0 23-4-5 29-4-11 35-0-0 5-0-0 6-0-0 4-8-0 7-8-5 6-0-6 5-7-5 Plate Offsets(X,Y)-- [3.0-1-12,0-1 81.[14:0-2-8,0-1-8) LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.87 Vert(LL) -0.20 11-13 >999 240 MT20 244;190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert1CT) -0.34 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.73 Horz(CT) 0.06 8 n/a Na BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight;181 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 3)Building Des gner:Project engineer BOT CHORD 2x4 SP No.2 TOP CHORD responsible for verifying applied roof live load WEBS 2x4 SP No.3 2-16=-39711089,3-16 -390.1171, shown covers rain loading requirements specific BRACING- 3-17= 1061/445,4-17=-1015/458, to the use of this truss component. TOP CHORD 4-18=-939/445,5-18=-939 445, 4)Provide adequate drainage to prevent water Structural wood sheathing directly applied. 5-19=-1715/752,6-19 -16811762 ponding. BOT CHORD 6-20= 1779/736,7-20=-18441718. 5)All plates are MT20 plates unless otherwise Rigid ceiling directly applied or 5-7-9 oc bracing. 7-21--2328/785,8-21=-2400/759 indicated. Mi7ek BOT CHORD recommends that Stabilizers and 6)This truss has been designed fora 10.0 psf 2-22=-1023/423,15-22=-i023/423, required cross bracing be installed during 13-14=-453/1587,12-13--327.+12 bottom chord live load nonconcurrent with any truss erection,in accordance with Stabilizer other live loads. Installation guide. 12-23=-32711260,23-24=-327:'l260. 7)•This truss has been designed for a live load 11-24=-32711260,10 11=616/1897. of 20.0psf on the bottom chord in all areas REACTIONS. (lb/size) 8-10=-621/2119 where a rectangle 3-6-0 tall by 2-0-0 wide will fit 2 = -158/0-8-0 WEBS between the bottom chord and any other 15 = 1731/0-8-0 3-15=-1977/801,3-14= 286/1093. members,with BCDL=IO.Opsf. 8 = 1111/0-8-0 5-14=-897/320,5-13=-322/230, 8)Provide mechanical connection(by others)of Max Horz 6-13=-238/596,6-11=-232/805, truss to bearing plate capable of withstanding 2 = 162(LC 11) 7-11 -521/309,7-10=-7/325 278 lb uplift at joint 2,613 lb uplift at joint 15 and Max Uplift NOTES_ (9} 410 lb uplift at joint 8. 2 = -278(LC 18) 9)"This manufactured product is designed as an 15 = -613(LC 12) 1)Unbalanced roof live loads have been individual building component. The suitability considered for this design.S = -410(LC 12) g and use of this component for any particular � Max Grav 2)Wind:ASCE 7 16;Vult=165mph,3-second building is the responsibility of the building 15 = 1899 LC 17 gust)Vasd=128mph;TCDL=4.2psf; ( ) BCDL=3.0 f h=15ft;B-:45ft;L=28ft;eave=4ft; designer per ANSI TPI 1 as referenced by the 8 = 1245(LC 18) �, building code." Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (directional)and C-C Exterior(2E)-1-0-0 to 2 0 0 LOAD CASE(S) Max.Comp./Max.Ten.-All forces 250(lb)or less Interior(1)2 0.0 to 11-0-6,Exteriorl2R) 11-0-6 Standard except when shown. to 14-0-6, Interior(1)14-0-6 to 19-10 0, TOP CHORD Exterior(2R) 19.10-0 to 22-10-0, Interior(1) 2.16=-397/1089,3-16=-390/1171, 22-10-0 to 36 0-0 zone;porch left exposed;C-C 3-17=-1061/445,4-17=-1015/458, for members and forces&MWFRS for react ons 4-18=-939/445,5-18=-9391445, shown;Lumber DOL.1.60 plate gr p DOI.=1.60 5-19=-17151752.6-19=-1681/762, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238159 34296-4-5 T12 SPECIAL TR 2 1 Job Reference(optional) Run,8 420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:08 2021 Page 1 ID.JbsSUYEphcZuYTshvwE3BRyh0BXJFPQjQ4l8t0p8?2wAuxLOvWD?ytvS1gxdBVSq?yIMWn 10 4 7-9-7 13-0-0 17-8-0 19-10-0 26-0-0 35-0-0 36-0-0 .0 } 7-9-7 5-2-9 4-8-0 2-2-0 6-2 0 9-0-0 1-0-0 Scale=1:65.1 44 = 4x4 = 4x4= 6 6.00i2 4 18TP 19 20 3x4 3x4 :-. 17 1 7 a 3 6 W yy W4 ifi 81 8 W9 21 8 1 2 9 22 15 14 13 12 11 10 NOP2X STP= dPW1SI 3)s= 3x6 3"= 2x4 3x4 3x4 3x4 = 5-0-0 13-0-0 17-8-0 23-4-5 29-4-11 35-0 0 5-0-0 8-0-0 4-8-0 5-8-5 6-0-6 5-7-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.11 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.22 14-15 >999 180 BCLL O.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.06 8 nla n/a BCDL 10.r" Code FBC2020/TP12014 Matrix-SH Weight:186 lb FT=200/* LUMBER- TOP CHORD 2x4 SP No.2 3)Building Designer/Project engineer BOT CHORD 2x4 SP No-2 TOP CHORD responsible for verifying applied root live load WEBS 2x4 SP No-3 2-16=-309/714,3-1 6=-298186 0, shown covers rain loading requirements specific BRACING- 3-1 7=-1 1851542,4-17=-1118/558, TOP CHORD 4-18=-1037/542, 18.19=-1037/542, to the use of this truss component. Structural wood sheathing directly applied. 5-19=-1037/542,5-6=-1454/749, p)Provide adequate drainage to prevent water BOT CHORD 6-20=-15891767,7-20=-1669/749, 5)All g. Rig!d ceiling directly applied or 6-0-0 oc bracing. 7-21=-20761814,8-21=-2166/788 in All plates are MT20 plates unless otherwise BOT CHORD indicated. MiTek recommends that Stabilizers and 2-2T CHO/358, 15 22=712/358, 6)This truss has been designed for a 10.0 psf required cross bracing be installed during bottom chord live load nonconcurrent with any truss erection,in accordance with Stabilizer 14-15=-218/575, 13.14=-429/1334, other live loads. Installation guide. 12-13=-429/1334,11-12=-354/1180, 7)-This truss has been designed for a live load 10-11=-644/1746,8-10=-647/1903 of 20.Opsf on the bottom chord in all areas REACTIONS. (lb/size) + 3 1 SS1899/831,3 14=1 i01562, where a rectangle 3-6-0 tall by 2-0-0 wide will fit 2 -65,0.8-0 between the bottom chord and any other 4.14=-441251,5-14=-466/218, 15 - 162110-8-0 members. 8 = 1128rO-8-0 5-12=-414/249,6-12=-249/526, 8)Provide mechanical connection(by others)of Max Horz 6-11=-2361598,7-11=-497/309, truss to bearing plate capable of withstanding 2 = 162(LC 11) 7.10=-41340 160 lb uplift at joint 2,564 lb uplift at joint 15 and Max Uplift 417 Ito uplift at joint 8. 2 = -160(LC 11) NOTES- (9) 9)"This manufactured product is designed as an 15 = -564(!-C 12) 1)Unbalanced roof live loads have been individual building component. The suitability considered for this design. 8 � -417(LC 12) and use of this component for any particular Max Grav 2)Wind:ASCE 7-16;Vult=165mph(3-second building is the responsibility of the building 2 = 19(LC 21) gust)Vasd=128mph;TCDL=4.2psf; designer per ANSI TPI 1 as referenced by the 15 - 1621(LC 1) BCDL=3.Opsf;h=1511;B=45ft;L=28ft;eave=4ft; building code.' 8 = 1128(LC 1) Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 LOAD CASE(S) FORCES. (lb) Interior(1)2-0-0 to 13-0.0,Exterior(2R) 13-0-0 Standard Max-Comp./Max.Ten.-At forces 250(lb)or less to 16-0.0,Interior(1)16-0-0 to 19-10-0 except when shown. Exterior(2R) 19.10-0 to 22-10.0,InteZr(1) TOP CHORD 22-10-0 to 36-0-0 zone;porch left exposed;C-C 2-16-3091714,3-16=-298/860, for members and forces&MWFRS for reactions 3-17=-11851542,4-17=-1118/558, shown;Lumber DOL=1.60 plate grip DOL=1.60 4-18�-1037/542, 18-19=-1037/542, 5 19=-1037/542,5-6=-1454/749, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type ally Ply A0238160 34296-4-5 T13 HIP TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:09 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-ASzoxm4wvAWgo9d7kcSaZ73PrM04BbB5rrF1MRyIMWm 20-0.0 51.0,0 7-d-i1 15.0-0 _ 19-8 0 19 -0 27-7-6 35-0-0 36-0.0 4 Q p Ti-11 7.7.5 4 8-0 0- 0 7-7-6 7-4-10 1-0-0 0-2-0 Scale:3i 16"=1' 4W5= 4x4= 4 1 17 5 5-00 12 1 g 115 3x4 4 { 3 6 r W 3 2 14 i9 1 2 NOP2X STP= 13 12 11 10 9 NOP2X STP= 0-8 Qfr@-i 8} 2x4 . 3x4= 3x6= M= 2x4 i 20-0.0 1 154 09-8-0 19-ai-5 27-7 35 Q 7-4-11 7-7.5 14-8-0 0-3,-5 74-6 7-4-10 0.0-11 Plate Offsets(X,Y)-- 14.0-3-8 0-2-01.[5:0-2-0 0-2-4] LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.17 12 >999 240 MT2i! 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.37 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.13 7 n/a nla BCDL 10.0 Code FBC20201TP12014 Matrix-SH Weight:173 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 4)Provide adequate drainage to prevent water BOT CHORD 2x4 SP No.2 TOP CHORD ponding. WEBS 2x4 SP No.3 2-14=-268611034,3-14=-2621!1053, 5)All plates are MT20 plates unless otherwise BRACING- 3-15=-1946/836,4-15= 1850r847, indicated. TOP CHORD 4-16=-17171843, 16-17=-1717'843, 6)This truss has been designed for a 10.0 psf Structural wood sheathing directly applied. 5-17=-1717/843,5-18=-18501847, bottom chord live load nonconcurrent with any BOT CHORD 6-18=-1946/836,6-19= 2620.1053, other live loads. Rigid ceiling directly applied or 6-2-4 oc bracing. 7-1 9=-2685/1034 7)•This truss has been designed for a live load WEBS BOT CHORD of 20.0psf on the bottom chord in all areas 1 Row at midpt 2-13=-88012398,12-13=-880.-2398. where a rectangle 3-6-0 tall by 2-0-0 wide will fit 3.12,6.10 11-12=-553/1716,10.11 -5531716, between the bottom chord and any other MiTek recommends that Stabilizers and 9-1 0=-884/2397,7-9=-88412397 members. required cross bracing be installed during WEBS 8) Provide mechanical connection(by others)of truss erection,in accordance with Stabilizer 3-13=0/325,3-12=-747F353' truss to bearing plate capable of withstanding Installation guide. 4-12=-96/443,6-9=0.'324, 483 lb uplift at joint 2 and 483 lb uplift at joint 7. 5-1 0=-1 051443,6-10=-7461353 9)"This manufactured product is designed as an REACTIONS. (lb/size) individual building component. The suitability S- (9) 2 = 134210-8-0 NOTE and use of this component for any particular 7 1342/0-8-0 1)Unbalanced roof live loads have been building is the responsibility of the building Max Horz considered for this design. designer per ANSI TPI 1 as referenced by the 2 = -160(LC 10) 2)Wind:ASCE 7-16;Vult=165mph(3-second building code." Max Uplift gust)Vasd=128mph;TCDL=4.2psf; 2 = -483(LC 12) BCDL=3.Opsf;h=15ft;B=45h:L=28ft:save=4ft; LOAD CASE(S) 7 = -483(LC 12) Cat.11;Exp B;Encl.,GCpi=0.18:MWFRS Standard (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 FORCES. (lb) Interior(1)2-0-0 to 15.0-6, Exterior(2R) 15-0-6 Max.Comp./Max.Ten.-All forces 250(lb)or less to 18-0-6, Interior(1) 18-0-6 to 19 11 10. except when shown. Exterior(2R) 19-11-10 to 22-11-10,Interior(1) TOP CHORD 22-11-10 to 36-0-0 zone;C C for members and 2-14=-268611034,3-14=-2621/1053, forces&MWFRS for reactions shown;Lumber 3-15=-19461836,4-15=-1850/847, DOL=1.60 plate grip DOL=1.60 4-16=-1717/843, 1 6-1 7=-1 71 71843, 3)Building Designer Project engineer 5-17=-1717/843,5-18=-1850/847, responsible for verifying applied roof live load 6-18=-1946/836,6-19=-2620/1053, shown covers rain loading requirements specific 7-19=-2685/1034 to the use of this truss component. SALVADOR JURADO PX STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAMII FL. 33166 Job Truss Truss Type Qly Ply A0238161 34296-4-5 T14 HIP TR 2 1 Job Reference(optiona) R.in:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries Inc Thu Sep 9 13:35:10 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-eeXB865YgUeXQJCJIJzp5KcfCmKtwxbE4V?CvtyfMW I 18.0-0 1 0 0 5 t 3 12-3-13 17-0-0 17-q-0 22-8 3 28 10 13 35-0-0 *-010 C Go-1 3 T 6 2 10 4-8.3 0-6-0 4 8-3 6-2 10 6-f-3 0-6 0-6-0 Scale■ f-l38,i 4x8 = 5.00 12 6 ' 3x4 f$3x4 z: 3x6 5 1872 T 3x1# 4 f# 2x4 . 2K4 'r 2 17 W1 /,:' 2 N13 2 \ I}. :Y43 1 20 10 181 \ 11 NOP2X+STP= 11} 15 21 22 14 23 13 24 12 N0P2X STP= 3x4= 46= 3x8= 4x6= 3x4= 04b9 p,� 81 18-0-0 8-9-9 17.0-0 17:60 26.2-7 35.0-0 T� 8-9-9 8-2-7 0-6-0 8-2-7 8-9 9 0-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP I CI L 20.0 Pate Grip DOL 1.25 TC OA5 Vert(LL) -126 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -D.45 12-14 >906 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.11 10 nla n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:172 lb FT=20% LUMBER- TOP CHORD 2x4 SP No-2 4)All plates are MT20 plates unless otherwise BOT CHORD 2x4 SP 225OF 1,9E'Except' TOP CHORD indicated. B2:2x4 SP No.2 2-17=-2947/972,3-17=-2917:'986, 5)This truss has been designed for a 10.0 psf WEBS 2x4 SP No-3 3-4=-27391906,4-5=-2671;'917, bottom chord live load nonconcurrent with any BRACING- 5-18=-1884/711,6-18=-1835.726, Other live loads. TOP CHORD 6-19=-1835/726,7-19=-18841711, 6)-This truss has been designed for a live load Structural wood sheathing d rectly applied or 3-0-7 7-8=-2671/916,8-9=-2740/906, of 20.Opsf on the bottom chard in all areas cc purlins. 9-20=-2917/986,10-20=-2948/972 where a rectangle 3-6-0 tall by 2-0-0 wide will fit BOT CHORD BOT CHORD between the bottom chord and any other Rigid ceiling directly applied or 2.2.0 cc bracing. 2-16=-82012793, 16-2f=-598/2226, members,with BCDL=10.Opsf. MiTek recommends that Stabilizers and 15-21=-598/2226, 15-22=-59812226, Ti Provide mechanical connection(by others)of required cross bracing be installed during 14-22=-598/2226, 14-23--609/2132, truss to bearing plate capable of withstanding truss ere::tion,In accordance with Stab lizer 13-23=-609/2132, 13-24=-609/2132. 483 lb uplift at joint 2 and 483 lb uplift at joint 10. Installation guide. 12-24=-609/2132, 10-12=830/2655 8)"This manufactured product is designed as an WEBS individual building component. The suitability REACTIONS. (lb/size) 3-16=-293/213,5-16=-1101639, and use of this component for any particular 2 - 1342JO-8-0 5-14=-7021323,7-14=-702/323, building is the responsibility of the building 10 = 1342'0-8-0 7-12=-110/639,9-12=-293/213, designer per ANSI TPI 1 as referenced by the Max Horz 6-14=-389/1208 building code." 2 = -185(LC 10) NOTES- (8) Max Uplift LOAD CASE(S) 2 - .483(LC 12) 1)Unbalanced roof live loads have been Standard 10 = -483(LC 12) considered for this design. Max Grav 2)Wind:ASCE 7-16;Vuit 165mph,3-second 2 = 1493(LC 17) gust)Vasd=128mph;TCDL=4.2psf; 10 = 1493(LC 18) BCDL=3.Opsf;h=15111;B=45ft;L=28ft;save=4ft; Cat.II;Exp B;Encl.,GCpi 0.18;MWFRS FORCES. (lb) (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Max.Comp.,-'Max.Ten.-All forces 250(lb)or less Interior(1)2-0.0 to 17-6-0,Exterior(2R)17-6-0 except when shown. io 21-8-15,Interior(1)21-8-15 to 36-0-0 TOP CHORD zone;C-C for members and forces 8 MWFRS 2 17=-29471972 3-17=-2917;986, for reactions shown;Lumber DOL=1.60 plate 3-4=-2739/906.4-5=-2671/917, grip DOL=1.60 5-18 -1884/711,6-18=-18351726, 3)Building Designer/Project engineer 6 19=-1835f726,7-19=-1884/711, responsible for verifying applied roof live load 7-8=-2671?916,8-9=-2740,'906, shown covers rain loading requirements specific to the use of this truss component. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type City Ply A0238162 34296-4-5 T14A SPECIAL TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:12 2021 Page 1 I D:JbsSUYEphcZuYTshvwE3BRyhOBX-aOfxZo7pC5uFldLhPkOHAlhzczl,IO02XYpUJzmyfmW j -)-0-0 4-10-13 11-3-4 17-0-0 f8-01020.8-0 23 5 6 27-1-12 9 1 1 35-0-0 36-0 0 00 4-1013 647 5812 -00 2.80 2-9-6 385 11 1 5106 00 Scale=1:66.5 5.00 FIT 4x4= 4x4= 6 7 9x4 3x8% 8 3x6% 23 24 3x6 5 yw 4 9 3x4 ' 2x4 x� 6 8 1O 2x4 rl WA 9 11 n 22 2 i 16 1R 2 W13 25 0 1 2 61 5 Y41458 W 1213 Li NOP2X STP= 21 20 19 15 14 NQP2X STP- 0 s3Q� 9i 3x4= 3x = 2x4 i, 2x4 ;: 400= 0-13A(9 -9) 7-2-10 11-3-4 17-0-0 , 20-8-0 , _ 27-1-12 35-0-0 7-2-10 4-0-10 h 5-8-12 3-8-0 6-5.12 7-10-4 Plate Offsets(X,Y)-- [16:0-5.8,0-3.8],[18:0-5-8,0-3-4j1(20:0-3-4,0-1-81 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) -0.23 18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.45 19-20 >925 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.19 12 n'a n:a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:209 lb FT 2C1{n LUMBER- TOP CHORD 2x4 SP No.2 7)'This truss has been designed for a live load BOT CHORD 2x4 SP No.2 BOT CHORD of 20.Opsf on the bottom chord in al areas WEBS 2x4 SP No.3 12-14=-823/2378,17.18=-573/2140, where a rectangle 3-6-0 tall by 2-0-0 wide will fit BRACING- 16-17=-823/2711,2-21=-861?2436, between the bottom chord and any other TOP CHORD 20-21=-643/2034 members. Structural wood sheathing directly applied or 2-9-1 WEBS 8)Provde mechanical connection(by others)of oc purlins. 5-21=-1 10/351,6-18=-244.-741, truss to bearing plate capable of withstanding BOT CHORD 8-16=-215l749,5-20=-608/258, 483 lb uplift at joint 12 and 483 lb uplift at joint 2. Rigid ceiling directly applied or 6-4-12 oc bracing. 18-20=-678/2144,10-14=499-219, 9) "This manufactured product is designed as an MiTek recommends that Stabilizers and 14-16=-789/2396,10-16 -631436, individual building component. The suitability required cross bracing be installed during 7-17=-336/814,8-17=-983/431 and use of this component for any particular truss erection,in accordance with Stabilizer build:ng is the responsibility of the building Installation guide. NOTES- (9) designer per ANSI TPI 1 ar.referenced by the 1)Unbalanced roof live loads have been building code." REACTIONS. (lb/size) considered for this design 12 = 1342/0-8-0 2)Wind:ASCE 7-16;Vult 165mph(3-second LOAD CASE(S) 2 = 1342/0-8-0 gust)Vasd=128mph;TCDL=4.2psf; Standard Max Horz BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=oft; 2 = 180(LC 11) Cat.11;Exp B;Encl.,GCpl=0.18;MWFRS Max Uplift (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 12 = -483(LC 12) interior(1)2-0-0 to 17-0-0,Exterior(2E) 17-0-0 2 = -483(LC 12) to 18-0-0,Exterior(2R)18-0-0 to 22-2-15, Interior(1)22-2-15 to 36 0 0 zone;C-C for FORCES. (lb) members and forces&MWFRS for reactions Max.Comp./Max.Ten.-All forces 250(lb)or less shown;Lumber DOL=1.60 plate grip DOL=1.60 except when shown. 3)Building Designer'Project engineer TOP CHORD responsible for verifying applied roof;ive load 2-22=-2704/1009,3.22=-2625/1019, shown covers rain loading requirements specific 3-4=-2509/944,4-5=-2384/955, to the use of this truss component. 5-23=-2365/901,6-23=-2295/917, 4)Provide adequate drainage to prevent water 6-7=-2145/886,7-8=-2341/939, ponding. 8-24=-2889/1112,9-24=-2923/1102, 5)All plates are MT20 plates unless otherwise 9-10=-2988/1099, 10-11—2507/957, indicated. 11-25=-2606/980, 12-25=-2664/967 6)This truss has been designed for a 10.0 psf BOT CHORD bottom chord live load nonconcurrent with any 12-14=-823/2378, 17-18=-573/2140, other live loads. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 .ob Truss Truss Type Qty Ply A0238163 34296-4-5 T15 COMMON TR 20 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.42n s Feb 10 2021 MiTek Industries Inc. Thu Sep 9 13:35:13 2021 Page 1 ID:JbsS UYEphcZuYTshvwE3BRyhOBX-3DDJn88RzPi 6HmwuzSXwjzEARzLa7lLgmTDSVGyfMW 18-0-0 1.0• 6 12-3-13 17-0 0 17.6.0 221 3 28-10-13 35-0-0 a6-P-P 0 6 I 6 2-10 4.8-3 0-6 D 4 8-3 6-2-10 6-1-3 0 0-6-0 Scale=1:62.3 4x4= 5-00 12 6 3x4 18 19 30 3x6 5 7 3x6 4 8 20 2x4 3 W4 s w2 w3\ w3 , 17 i\� \ 20 2 1 10 11 i 1 NOP2X STP= 16 15 21 22 14 23 13 24 12 NOP2X STP= 0-830CM-8) 3xd = 06= 3x9_ 06= 3x4 f 18-0-0 8.9.9 17_0-0_ 17.•q-6 26.27 35-0-0 8.9.9 8-2-7 0-6-'0 82 7 8-9.9 0-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.26 14A 6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.45 14-16 >906 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CTi 0.11 10 n/a n/a BCDL 10.0 Code FBC2020.TP12014 Matrix-SH Weight:172 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 4)All plates are MT20 plates unless otherwise BOT CHORD 2x4 SP 225(lF 1.9E"Except TOP CHORD indicated. 132:2x4 SP No.2 2-17=-2947/986,3-17=-2917/1002, 5)This truss has been designed for a 10.0 psf WEBS 2x4 SP No.3 3-4=-2739/923,4-5=-2671/933, bottom chord live load nonconcurrent with any BRACING- 5-1 8=-1 8841732,6-18=-I835/747, other live loads. TOP CHORD 6-19=-1835/747,7-19=-1884/732, 6)`This truss has been designed for a live load Structural wood sheathing directly applied or 3-0 7 7-8=-2671/933,8-9=-2740/923, of 20.Opsf on the bottom chord in all areas oc purlins. 9-20=-2917/1002, 10-20=-2948/986 where a rectangle 3.6-0 tall by 2-0-0 wide will fit B07 CHORD BOT CHORD between the bottom chord and any other Rigid ceiling directly applied or 2-2-0 oc bracing. 2-16—839/2793,16-21=-619.:2226, members,with BCDL= 10.Opsf. MiTek recommends that Stabilizers and 15-21=-619/2226,15-22—619/2226, 7)Provide mechanical connection(by others)of required cross bracing be installed during 14-22=-619/2226,14-23=623/2132, truss to bearing plate capable of withstanding truss erection,in accordance with Stab lizer 13-23=-623/2132,13-24=-623/2132, 483 lb uplift at joint 2 and 483 lb uplift at joint 10. Installation guide. 12.24=623/2132,10 12=843/2655 8)"This manufactured product is designed as an WEBS individual building component. The suitability REACTIONS. (lb/size) 3-16=-293/213,5-16=109/639, and use of this component for any particular 2 = 134210-8-0 5-14=-702/323,7-14=-702/323, building is the responsibility of the building 10 - 1342/0-8 0 7-12=-109/639,9-12=-293/213, designer per ANSI TPI 1 as referenced by the Max Horz 6-14=-388/1208 building code." 2 = -185(LC 10) NOTES- (8) Max Uplift LOAD CASE(S) 2 = -483(LC 12) 1)Unbalanced roof live loads have been Standard 10 = -483(LC 12) considered for this design. Max Grav 2)Wind:ASCE 7-16;Vult=165mph(3-second 2 = 1493(LC 171, gust)Vasd=128mph;TCDL 4.2psf; 10 = 1493(LC 18) BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; Cat.11,Exp B;Encl.,GCpi=0.18;MWFRS FORCES. (b) (directional)and C-C Exter or(2E)-1-0 0 to 2-0.0 Max.Comp.:Max.Ten.-All forces 250('b)or less Interior(1)2.0-0 to 17-6-D,Extedor(2R)17-6-0 except when shown. to 20-6-0, Interior(1)20-6-0 to 36-0-0 zone-.C-C TOP CHORD for members and forces 8 MWFRS for reactions 2 17=-2947:'986,3-17=-2917/1002, shown;Lumber DOL=1.60 plate grip DOL 1.60 3-4=-2739/923,4-5—2671/933, 3)Building Designer/Project engineer 5-18 -1884.732,6-18=-1835/747, responsible for verifying applied roof live load 6 19=-1835/747,7-19=-1884(732, shown covers rain loading requirements specific 7-8=-2671/933,8-9=-2740/923, to the use of this truss component. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238164 34296-4-5 T16 HIP TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:14 2021 Page 1 ID:Jbs$UYEphcZuYTshvwE3BRyhOBX-XPmh U83kj9zvwV4X921GAmFaNjFssRq?7z02eywWh 0 0 7-4-11 15-0-0 20-0-0 27-7-5 35-0-0 3fi-0-0 f 0 7-4-11 7-7-5 5-0-0 7 7-5 7-4-11 1-0-C Scale'3;16"-' 4x6= 4x4= 4 16 17 5.00 12 15 16 3x4` 3x4 3 3 W4 5 ry CC 14 19 1 2 7 8 NOP2X STP= 13 17 11 10 0 NOP2X STP= o-s§!cg tal x 3x4 - exa= 3ye= 2" 0 8 t ) 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 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.13 7 nla Na BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:173 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 4)Provide adequate drainage to prevent water BOT CHORD 2x4 SP No.2 TOP CHORD ponding. WEBS 2x4 SP No.3 2-14=-268611002,3-14=-2621/1020, 5)All plates are MT20 plates unless otherwise BRACING- 3-15 -1946/797,4-15=-1858/810, indicated. TOP CHORD 4 16=-17171805, 16-17=-1717/805, 6)This truss has been designed for a 10.0 psf Structural wood sheathing directly applied. 5-17=-1717/805,5-18=-18581810, bottom chord live load nonconcurrent with any BOT CHORD 6.18=-1946/797,6-19=-2620/1020, other live loads. Rigid ceiling directly applied or 6-3-8 oc bracing. 7 19=-268511001 7)•This truss has been designed for a live load WEBS BOT CHORD of 20.Opsf on the bottom chord in all areas 1 Row at micipt 2-13=-844/2398, 12-13=-844/2398, where a rectangle 3-6-0 tali by 2-0-0 wide will fit 3-12,6-10 11-12=-516/1716, 10-11=-516/1716, between the bottom chord and any other MiTek recommends that Stabilizers and 9-10=-854/2397,7-9=854/2397 members. required cross bracing be installed during WEBS 8)Provide mechanical connection(by others)of 55 747/12=- 3 , truss erection,in accordance with Stabilizer 3-13=0/325,3- truss to bearing plate capable of withstanding Installation guide. 4-12 -961443,5-1 0=-1 04/443, 483 lb uplift at joint 2 and 483 lb uplift at joint 7. 6-10=-746/355,6-9=0/324 9)"This manufactured product is designed as an REACTIONS. (lb/size) NOTES (9) individual building component. The suitability 2 = 134210-8-0 and use of this component for any particular 7 = 134210-8-0 1)Unbalanced roof live loads have been building is the responsibility of the building Max Horz considered for this design. designer per ANSI TPI 1 as referenced by the 2 = 160(LC 11) 2)Wind:ASCE 7-16;Vult=165mph(3-second building code." Max Uplift gust)Vasd=128mph;TCDL=4.2psf; BCDL=3.0 sf;h=15ft;B=45ft;L=28ft;eave=4ft; 2 = -483(LC 12} p LOAD CASE(S) 7 = -483(LC 12) Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS Standard (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 FORCES. (lb) Interior(1)2-0-0 to 15-0-6,Exterior(2R) 15.0-6 Max.Comp./Max.Ten.-All forces 250(lb)or less to 19-3-4,Interior(1)19-3-4 to 19-11-10. except when shown. Exterior(213)19-11.10 to 24-2-9,Interior(1) TOP CHORD 24-2-9 to 36-0-0 zone;C-C for members and 2-14=-2686/1002,3-14=-2621/1020, forces&MWFRS for reactions shown;Lumber 3-15=-19461797,4-15=-1858/810, DOL=1.60 plate grip DOL=1.60 4-16=-1717/805, 16-17=-1717/805, 3)Building Designer 1 Project engineer 5-17=-1717/805,5-18=-1858/810, responsible for verifying applied roof live load 6-18=-1946I797,6-19=-2620/1020, shown covers rain loading requirements specific 7-i9=-2685/1001 to the use of this truss component. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MMIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238165 34296-4-5 717 HIP TR 2 1 Job Reference(optional) Rk,n:8 420 s Feb 1 C 2021 Print,8.420 s Feb 10 2021 MiTek Industries,Inc Thu Sep 9 13:35:16 2021 Page 1 I D:J bsSUY EphcZu YTshvwE3 B RyhOBX.Tou SP9AJG KP hSEFrea4 E L bsaN BM HKj W 7SR S W6XyfM Wf -D 7-7-12 13-0-0 1760 22-0-0 27-4-4 35-0-0 3 -0 0 -0-0 7-7-12 5-4-4 4-6-0 4-6-0 5-4-4 7-7-12 1-0- Scale:31'1$-=1, 4x4— 3x4= 4xa 5.0o 12 4 17 5 g 18 3x4 19 7 } f3 # W4 20 1 2 8 9 NOP2X STP= 14 13 21 12 22 11 10 NOP2X STP= 2x4 1 M= 43$= 33(6= 2x4 7-7-12 13-0-0 _ 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 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(ILL) -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 0.50 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 TOP CHORD 4}Provide adequate drainage to prevent water WEBS 2x4 SP No.3 2-15=-2916/989,3-15=-2859/1008, 5)All g. BRACING in 3-16=-2307/846,4-16=-2251/862, n All plates are MT20 plates unless otherwise TOP CHORD 4.17=-2102/837,5.17=-2101/837, indicated. Structural wood sheathing directly applied or 2-2-0 5-18=-2101/837,6-18=-2102/837, 6}This truss has been designed fora 1 psf oc purlins, 6-19=-2251/862,7-19=-2308/846, bottom chord live load nonconcurrent with th any other live loads. BOT CHORD 7.20=-2859/1008,8-20=-2916/989 7)'This truss has been designed for a live load Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD of 20.0psf on the bottom chord in all areas MiTek recommends that Stabilizers and 2-14=-826/2709, 13-14=-826/2709, where a rectangle 3-6-0 tall by 2-0-0 wide will fit required cross bracing be installed during 13-21=-654/2209, 12-21=-654/2209, between the bottom chord and any other truss erection,in accordance with Stabilizer 12-22=-654/2209, 11-22=-65412209, members,with BCDL=I O.Opsf. Installation guide. 10-11=-837/2605,8-10=-837/2605 8)Provide mechanical connection(by others)of WEBS truss to bearing plate capable of withstanding REACTIONS. Ib/size 3-14=0/252,3-13—654/290, ( ) 483 lb uplift at joint 2 and 483 lb uplift at joint 8. 2 = 1342/0-8.0 4.13=-178/5-11=-293/6 19,6.11=-178/682,82,5-13=-2931119, 9)"This manufactured product is designed as an 8 = 1342/0-8-0 individual building component. The suitability Max Horz 7-11=-655/290,7-10=0/252 and use of this component far any y particular 2 = -140(LC 10) building is the responsibility of the building Max Uplift NOTES- (9) designer per ANSI TPI 1 as referenced by the 2 = -483(LC 12) 1)Unbalanced roof live loads have been building code." 8 = -483(LC 12) considered for this design. Max Grav 2)Wind:ASCE 7-16;Vult=165mph(3-second LOAD CASE(S) 2 = 1490(LC 17) gust)Vasd=128mph;TCDL=4.2psf; Standard 8 = 1490(LC 18) BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS FORCES. (lb) (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Max.Comp./Max.Ten.-All forces 250(lb)or less Interior(1)2-0-0 to 13.0-0, Exterior(2R)13-0-0 except when shown. to 17-6-0, Interior(1) 17-6-0 to 22-0-0, TOP CHORD Exterior(2R)22-0-0 to 26-2-15,Interior(1) 2-15=-2916/989,3-15=-2859/1008, 26-2-15 to 36.0.0 zone;C-C for members and 3-16=-23071846,4-16=-2251/862, forces&MWFRS for reactions shown;Lumber 4-17=-21021837,5.17=-2101/837, DOL=1.60 plate grip DOL=1.60 5-18=-2101/837,6-18=-2102/837, 3)Building Designer/Project engineer 6-19=-2251/862,7-19=.23081846, responsible for verifying applied roof live load 7-20=-2859/1008,8.20=-2916/989 shown covers rain loading requirements specific to the use of this truss component. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oly Ply A0238166 34296-4-5 T18 HIP TR 2 1 Job Reference(opt onal) Run:8.420 s Feb 10 2021 Pr nt:8.420 s Feb 10 2021 MiTek Industries,Inc, Thu Sep 9 13:35:17 2021 Page 1 ID:JbsSUYE phcZuYTshvwE3BRyhOBX-x-.SgcVBxleXYmOEtCHbT"Ma W3EzGh5B4ezyfMWe Oy0 6-6-5 11-0-0 17-6-0 _ 24-0-0 28-5-11 35-0-0 3 -0-0 1.0-0 6-6-5 f 4-5-11 6 6 0 r 6-6-0 4-5-11 6-6-5 1-0- Scale:3116"=1' 4li9— 20 II 06_ 5.0012 4 17 18 T2 5 19 2p 8 3x4% >W1, 3 W15 Wi6 VZ 21 2 8 g I 1 NOP2X STP= 15 14 13 12 11 10 NOP2X STP= 0 8 >=6} 2x41 11 3x4= 3x6= 3x4= 2x4 I 0 8 tom} 3x8 = 6-6 5 11-0-0 , 17-6-0 24-0-0 _ 28-5-11 35-0-0 , 6-6-5 4-5-11 6-6.0 6-6-0 4-5-11 6-66-6 5 Plate Offsets(X,Y)-- [4:0-3-8,0-2-0],[6:0-3-8,0-2 0],[13:0-2-0,0-1-8] i LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(Lt) -0.20 12 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.38 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.13 8 n/a nra BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:174 lb 177=20°a LUMBER- TOP CHORD 2x4 SP No.2 6)This truss has been designed for a 10.0 psf BOT CHORD 20 SP No.2 BOT CHORD bottom chord live load nonconcurrent with any WEBS 2x4 SP No.3 2-15=-848/2391, 14-15=-848/2391, other live loads. BRACING- 13-14=-65312036,12-13=-65312036, 7)•This truss has been designed for a live load TOP CHORD 11-12=-663/2036, 10-11=-857/2391. of 20.Opsf on the bottom chord in all areas Structural wood sheathing directly applied or 2-10-9 8-10=-857/2391 where a rectangle 3 6 0 to I by 2-0 0 wide wil fit oc purlins. WEBS between the bottom chord and any other BOT CHORD 3-14=-428/2281 4-14=-87/368, members. Rigid ceiling directly applied or 6-3-8 oc bracing. 4-12=-182/576,5-12=-403/247, 8) Provide mechanical connection(by others)of MiTek recommends that Stabilizers and 6-12=-1821576,6-11=-87/368, truss to bearing plate capable of withstanding required cross bracing be installed during 7-11=-429/228 483 lb uplift at joint 2 and 483 lb uplift at joint 8. truss erection,in accordance with Stabilizer 9)"This manufactured product is designed as an Installation guide. NOTES- (9) individual building component. The suitability 1)Unbalanced roof live loads have been and use of this component for any particular considered for this design. REACTIONS. (lb/size) 2)Wind:ASCE 7-16;Vult=165mph{3-second build`ng is the responsibility of the building 2 = 134210-8-0 designer per ANSI TPI 1 as referenced by the 8 = 134210-8-0 gust)Vasd=128mph;TCDL=4.2psf; building code." Max Horz BCDL=3.Opsf;h=15ft;B=45ft;L=2611;eave=4ft; 2 = 120(LC 11) Cat.II;Exp B;Encl.,GCpi=O.i8-,MWFRS LOAD CASE(S) Max Uplift (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Standard 2 = -483(LC 12) Interior(1)2-0-0 to 11-0-6,Exterior(2R) 11-0-6 8 = -483(LC 12) to 15-3-4,Interior(1) 15-3-4to 23-11-10, Exterior(2R)23-11-10to 28-5-11, Interior(l) FORCES. (lb) 28-5-11 to 36-0-0 zone;C-C for members and Max.CompJMax.Ten.-All forces 250(lb)or less forces&MW FRS for reactions shown;Lumber except when shown. DOL=1.60 plate grip DOL=1.60 TOP CHORD 3)Building Designer/Project engineer 2-16=-2681/1006,3-16=-2616/1021, responsible for verifying applied roof live load 3-4=-2256/913,4-17=-2410/1014, shown covers rain loading requirements specific 17-18=-241011014,5-18=-2410/1014, to the use of this truss component. 5-19=-2410/1014,19-20=-2410/1014, 4) Provide adequate drainage to prevent water 6-20=-241011014,6-7=-2256/913, ponding. 7-21_261611021,8-21=-268111006 5)All plates are MT20 plates unless otherwise BOT CHORD indicated. 2-15=-848/2391, 14-15=-848/2391, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MIAMI FL. 33166 Jab ;Truss Truss Type Qty Ply A0238167 '34296-4-5 T19 HIP TR 2 1 Job Reference(optional) Rrn:8.42r'.s Feb 10 2021 Print-8.420 s Feb 10 2021 MiTek Industries Inc. Thu Sep 9 13:35:18 2021 Page 1 ID:JbsSUYEphcZuY rshvwE3BRyhOBX-PAOCgrBaoxfPNYprm?7iOOxvr-2iod8OwixdBPyfMWd 5-8-11 9-0-0 13-4-12 21-7-4 26-0-0 29-3-5 35-0-0 30-0.0 -0-0 5-8-11 33 3- 4-4-12 r 8-2-8 Y 4-4-12 3-3-5 5-8-11 1-0-0 Scale:316"-1 44= 4x+I= 5.00 12 3x4— 3xill 2x4 — 4 5 17 8 18 T 'x ! "T 163 \ 8 t4 15 t[V \ / \ 20 9 1 2 70 NOP2X STP= 14 13 12 11 NOP2X STP= O-S •1~91 3x9= 4x6 = 0.87M49) 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 (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.24 12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.47 12-14 >881 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.14 9 nla n/a BCDL 10.0 Code FBC20201TP12014 Matrix-SH Weight: 164 lb FT=200% LUMBER- TOP CHORD 2x4 SP No.2 7)'This truss has been designed for a live load BOT CHORD 2x4 SP No-2 BOT CHORD of 20.Opsf on the bottom chord in all areas WEBS 2x4 SP No 3 2-14=-865/2377,13-14=-957/2743, where a rectangle 3-6-0 tall by 2.0.0 wide will fit BRACING- 12-13 957/2743,11-12=-950/2743, between the bottom chord and any other TOP CHORD 9.11=-875/2377 members. Structural wood sheath ng direct y applied. WEBS 8)Provide mechanical connection(by others)of BOT CHORD 4-14=-2661781,5-14=-772/331, truss to bearing plate capable of withstanding Rigid ceiling directly applied or 2-2-0 oc bracing. 6-11=-772/331,7-11=-266/781 483 lb uplift at joint 2 and 483 lb uplift at joint 9. MiTek recommends that Stabil.zers and NOTES- (9) 9)"This manufactured product is designed as an required cross braving be insta led during individual building component. The suitability truss erection,in accordance with Stabilizer i)Unbalanced roof live loads have been and use of this component for any particular considered for this design. Installation guide. 2)Wind:ASCE 7-16;Vult=165mph(3-second building is the responsibility r the building gust)Vasd=128mph;TCDL=42psf; designer per ANSI TPI 1 as referenced by the . REACTIONS. (Iblsize, building code." 2 1342JO 8 0 BCDL=3.Opsf,,h=15ft;B=450;L=28ft;eave=4ft; 9 = 134210-8-0 Cal.11;Exp B;Encl.,GCpi=0.18;MWFRS LOAD CASE(S) Max Horz (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Standard 2 = 100(LC 11) .interior(1)2-0-0 to 9-0-0,Exterior(2R)9-0-0 to Max Uplift 13-4-12,Interior(1) 13-4-12 to 26-0-0, 2 = 483(LC 12) Exterior(2R)26-0-0 to 30-2-15,Interior(1) 9 = -483(LC 12) 30-2-15 to 36-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber FORCES. (lb) DOL=1.60 plate grip DOL=1.60 Max.Comp./Max.Ten.-All forces 250(lb)or less 3)Building Designer/Project engineer except when shown. responsible for verifying applied roof live load TOP CHORD shown covers rain loading requirements specific 2-15=-264611023,15-16=-260611026, to the use of this truss component. 3.16=-255311035,3-4=-2418/938, 4)Provide adequate drainage to prevent water 4-5=-2219/899,5-17=-2828/1106, ponding. 17-18=-282811106,6-18=-2828/1106, 5)All plates are MT20 plates unless otherwise 6-7=-22191899,7-8=-2418/938, indicated. B-19=-255311035, 19-20=-2606/1026 6)This truss has been designed for a 10.0 psf 9-20=-264611023 bottom chord live load nonconcurrent with any BOT CHORD other live loads. 2-14=-86512377, 13-14=-957/2743, 12-13=-957/2743, 11-12=-950/2743, SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238168 34296-4-5 720 HIP GIRDER TR 2 2 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:20 2021 Page 1 ID.JbsS'-,YEphtZuYTshvwE3BRyhOBX-LZ8yFxDgJZv6drzEtODAVROEaolHGUNi N3QkFlyfMWb W0-p �7-0-0 ,_ 14-0-9 20-11-7 28-0-0 _ 35-0-0 36-0-0 ool 7-0-0 7-0-9 6-10-13 7-0-9 7-0.0 I.0 C Scale:316"-1' 5.00,12 2x4 3x6— 3x4 5X6_ 9 4 5 6 7 RA 1 2 I g 9 NOP2X STP= 18 17 16 16 14 13 12 11 10 NOP2X STP= 0-8-rg1�4) 3x10 0-814) 4x6— 4x6= 3x5 2x4 2x4 5x8 4x6 — 4x6— 20-11-7 7.0-0 14-0-9 19-6-0 20-6-0 28-0-0 35.0-0 7.0-0 7-0-9 5-5-7 1-0-6 7-0-9 7-0.0 0.5.7 _ Plate Offsets(X,Y)-- (3:0-3-12,0-2-8],[7:0-3-12,0-2-8],[13:0-2-0,0-1-8],[14:0-4-0,0-3-0],[15:0-4-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.40 13-15 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.75 13-15 >550 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.70 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-SH Weight:323 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2"Except" T2,T3:2x4 SP 2250F 1.9E BOT CHORD 4)Wind: d=l2ASC mph,7-16;Vu1DL=4.2 ph(3 second BOT CHORD 2x4 SP No.2'Except' 2-18—2041/6539,17-18=-2035/6528, gust)Vasd=128mph;TCDL=4.2psf; B2:2x6 SP No.2 16-17=-2037/6540, BCDL;Ex pB;Encl., Cpi=O. 8;MW save=oft; B4,83:2x4 SP 225OF 1.9E 15-16=-2042/6547, Cat.II; nal B;Lumber GC L=0.18;MWFRS (directional);Lumber DOL=1.60 plate grip WEBS 2x4 SP No.3 14-15=-3126/9829, DOL=1.60 OTHERS 2x4 SP No.3 13-14=-312619829, 5)Building Designer/Project engineer BRACING- 12-13=204216546, responsible for verifying applied roof live load TOP CHORD 11-12=-2036/6540, shown covers rain loading requirements specific Structural wood sheathing directly applied. 10-11=-2034/6528,8-10=-2041/6539 to the use of this truss component. BOT CHORD WEBS 6)Provide adequate drainage to prevent water Rigid ceiling directly applied or 8-11-9 oc bracing. 3-17=-1411701,3-15=-1175/3666, ponding. 4-15=-9951411,6-13=-1017/411, 7)All plates are MT20 plates unless otherwise REACTIONS. (lb/size) 7-13=-1177/3669,7-11=-141/701 indicated. 8 = 316110-8-0 8)This truss has been designed for a 10.0 psf 2 = 3161/0.8-0 NOTES- (12) bottom chord live load nonconcurrent with any Max Horz 1)2-ply truss to be connected together with 1 Od other live loads. 2 = 80(LC 7) (0.131"x3")nails as follows: 9)"This truss has been designed for a live load Max Uplift Top chards connected as follows:2x4 1 row at of 20.0psf on the bottom chord in all areas 8 = -1078(LC 8) 0-7-0 oc. where a rectangle 3-6-0 tall by 2.0.0 wide will fit 2 = -1078(LC 8) Bottom chords connected as follows.2x4-1 row between the bottom chord and any other at 0-9-0 oc,2x6-2 rows staggered at 0 9-0 oc. members. FORCES. (lb) Webs connected as follows:2x4-1 row at 0-9-0 10)Provide mechanical connection(by others) Max.Comp.IMax.Ten.-All forces 250(lb)or less oc. of truss to bearing plate capable of withstanding except when shown. 2)All loads are considered equally applied to all 1078 lb uplift at joint 8 and 1078 lb uplift at joint TOP CHORD plies,except if noted as front(F)or back(B) 2 2-3=-7221/2332,3-4=-9827/3262, face in the LOAD CASE(S)section.Ply to ply 11)Hanger(s)or other connection device(s) 4-S=-9827/3262,5-6=-9827/3262, connections have been provided to distribute shall be provided sufficient to support 6-7=-9829/3263,7-8=-7221/2332 only loads noted as(F)or(B),unless otherwise concentrated load(s) 199 lb dawn and 65 lb up BOT CHORD indicated. at 7-0-6,and 199 lb down and 65 lb up at 2-18=-2041/6539, 17-18=-2035/6528, 3)Unbalanced roof live loads have been 27-11-10 on top chord,and 375 lb down and 123 16-17=-203716540, 15-16=-2042/6547, considered for this design. lb up at 7-0-0,and 375 Ito down and 1231b up at 14-15=-3126/9829, -14=-312619829, 12-13=-204216546, 28-0-0 on bottom chord. The design/selection of 13 =-1 -14 203616540, such connection device(s)is the responsibility of others. Continued on page 2 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAMII FL. 33166 Job Truss Truss Type City Ply A023$168 34296-4.5 T20 HIP GIRDER TR 2 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek nd.isires,Inc. Thu Sep 9 13:35:20 2021 Page 2 ID:JbsSUYEphcZuYTshvwE3BRyhOBX--Z6yFXDgJZv6drzE1Q9AV ROEaoIHGUNiN3QkFtyUWb NOTES- (12) 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 Increase=1.25 Uniform Loads(plf) Vert: 1-3=-54,3-7=-134(F=-80),7-9=-54, 2-17=-20,11-17=-59(F=-39),8-11=-20 Concentrated Loads(lb) Vert:3=-199(F)7=-199(F)17=-375(F) 11=-375(F) SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238169 34296-4-5 T21 COMMON TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:21 2021 Page 1 ID-JbsS,)Yk phcZuY-rshvwE3BRyhOBX-glhLStE54slzF?XQR7gP2tZXFB9R?1Hsg9HokylMWa 1-41 0 4-11-14 6.0-14 9-4-0 _ 12 7-2 13-8-2 _18-8-0 19-8-0, 1-4-0 3-7-14 1-1.0 3-3-2 3-3-2 �� 4-11-14 1-0-0 Scale■1:35,1 40 — 9 3x4 " 0112 4x8= # $ 4x8= 3x4= T _ W5 2 10 3x4 3 Cq 36 2 3 g 11 37 1 12 13 f cv NOP2 � — LJ FT-1-1 38 19 t8 17 i6 15 14 39 4x6 4x6= 3-K4 = 4xA 44 = 3x4 3x4 = 4x4 0-8-0(0-1-8) 2-9-13 1 4-0 2 0-11 4-11-14 6 it _ 9 4.0 _ 12-7.2 .13-8-2, 15-10.3 16-7-� 18-8-0 1-4-0 8 ti 2-2-2 i-1.0 9 3-2 3-3-2 Y1-1-0 2-2-2 0-9-2- 2-07i1 0-9-2 Plate Offsets(X,Y)-- [1:0-1-4,0-1-15],[1:0-3-13,Edge]. [3:0-4-12,Edge],[4:0-0-8,0-1-8],[7:0-5-0,0-2-8),[9:0-0-8,0-1-8],[10:0-4-12,Edge],[12:0-1-4,0-1-15], [12:0-3-13,Edgej LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Irdefl i.-d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.08 18 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.15 18 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.27 Horz(CT) 0.05 12 n,'a Na BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 128 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 4)Building Designer/Project engineer BOT CHORD 2x4 SP No.2 TOP CHORD responsible for verifying applied roof live load WEBS 2x4 SP No.3 1-36=-2189/709,2-36=-2166/707, shown covers rain loading requirements specific OTHERS 2x4 SP No.3 2-3=-2163/706,3-4=-1582/562, to the use of this truss component. BRACING- 4.6=-12381396,6-9=-1238/396, 5)Provide adequate drainage to prevent water TOP CHORD 9-1 0=-1 580/562, 10-11=-2135/671, ponding. Structural wood sheathing directly applied or 3-6-4 11-37=-2135/670,12-37=-2160/672, 6)All plates are MT20 plates unless otherwise oc purlins. Except: 3-5=-531/129,8-1 0=-530/1 11 indicated. 1 Row at ml 3-10 BOT CHORD 7)All plates are 2x4 MT20 unless otherwise BOT C HORD 1-38=-622/2058,19-38=-62212058, indicated. Rigid ceiling directly applied or 7-5-13 oc bracing. 18-19=-62612043, 17-18=-574/1993, 8)Gable studs spaced at 2-0-0 oc. MiTek recommends that Stabilizers and 16-17=-556/1977, 15-16=-55611977, 9)This truss has been designed for a 10.0 psi required cross bracing be installed during 14-15=-59212013, 14-39=-585/2027, bottom chord live load nonconcurrent with any truss erection,in accordance with Stabilizer 12-39=-58512027 other live loads. Installation guide. WEBS 10)'This truss has been designed for a live 7-9=-371/223,4-7=-377/223, load of 20.0psf on the bottom chord in all areas REACTIONS. (lb/size) 7-17=-43/495,5-17=-604/95, where a rectangle 3-6-0 tali by 2-0-0 wide will fit 1 = 943/0-8-0 8.17=-579177,6-7=-1821712 between the bottom chord and any other 12 = 100210-8-0 members. NOTES- (15) Max Horz 11)Provide mechanical connection(by others) 1 -94(1-C 6) 1) Unbalanced roof live loads have been of truss to bearing plate capable of withstanding Max Uplift considered for this design. 307 lb uplift at joint 1 and 362 lb uplift at joint 12. 1 = -307(LC 8) 2)Wind:ASCE 7-16;Vult=165mph(3-second 12)Graphical purlin representation does not 12 = -362(LC 8) gust}Vasd=128ml TCDL=4.2psf; depict the size or the orientation of the purlin BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; along the top and/or bottom chord. FORCES. (lb) Cat.II;Exp B;Encl.,GCpi=O.18;MW FRS 13)Hanger(s)or other connection devices! Max.Comp./Max.Ten.-All forces 250(lb)or less (directional);Lumber DOL=1.60 plate grip shall be provided sufficient to support except when shown. DOL=1.60 concentrated load(s)37 lb down and 12 lb up at TOP CHORD 3) Truss designed for wind loads in the plane of 2-0-0,and 37 lb down and 12 lb up at 16 8 0 on 1-36=-2189/709,2-36=2166/707, the truss only. For studs exposed to wind top chord,and 32 lb down and 10 lb up at 2-0-0, 2-3=-2163/706,3-4=-1582/562, (normal to the face),see Standard Industry and 32 lb down and 10 lb up at 16-8-0 on 4-6=-1238/396,6-9=-1238/396, Gable End Details as applicable,or consult bottom chord. The design/selection of such 9-10=-1580/562, 10-11=-2135/671, qualified building designer as per ANSI/TPI 1. connection device(s)is the responsibility of 11-37=-2135/670, 12-37=-2160/672, others. 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 Qty Ply A023$i69 34296-4 5 T21 COMMON TR 1 1 Job Reference(optional) Run:8 420 s Feb 10 2021 Print:6.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:21 2021 Page 2 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-glhLStES4s1 zF?X0R7gP22XF89R?1 Hscj9HokyfMWa NOTES (15) 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front iF)or back(B). 15)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particu•ar bui'ding 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(balancedi:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-6=-54,6-10=-54,10-13=54, 26-38=-20,38-39=-30(F=-10),31-39 -20, 3 10=-18(F) Concentrated Loads(Ib) Vert:36=-37(F)37=-37(F)38=-32(F)39• 2(F) SALVADOR JURADO P.E.STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Hype Oty Ply A0238170 34296-4-5 T22 COMMON TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:22 2021 Page i 1 D:JbsSUYEphtzuYTshvwE313Ryh0BX-IyFjgDF4(A9gs96c?rBeas5'BbRrkVK?rNyrKByfMwz 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 00 Scale:318"=1' 4x a 5,00 ift � 2 4 �I S 11 W wi � 5 6 r 7 t ! 3x5 = NOP2X STP;-- W 3x5 0-8-00.1-% 9-4-0 18-8-0 9-4-0 � 9-4-0 Plate Offsets,X,Y)-- [1:0-1-2,Edge1. [7:0-4-0,0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0,45 Vert(LL) -0.15 1-7 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.32 1-7 n685 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0 03 5 nla n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:77 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 8)Provide mechanical connection(by others)of BOT CHORD 2x4 SP No-2 WEBS truss to bearing plate capable of withstanding WEBS 2x4 SP No.3 3-7=-286/579,4-7=-301/278, 218 lb uplift at joint i and 291 lb uplift at joint 5. BRACING- 2-7=-3451307 9)"This manufactured product is designed as an TOP CHORD individual building component. The suitability Structural wood sheathing directly applied or 4-5-9 NOTES- (9) and use of this component for any particular oc purlins. 1)Unbalanced roof live loads have been building is the responsibility of the bu Iding BOT CHORD considered for this design. designer per ANSI TPI 1 as referenced by the Rigid ceiling directly applied or 7-10-12 oc bracing. 2)Wind:ASCE 7-16;Vult=165mph(3-second building code." MiTek recommends that Stabilizers and gust)Vasd=128mph;TCDL=4.2psf; required cross bracing be installed during BCDL=3.Opsf;h=15ft; B=45h;L=28ft,eave=4ft: LOAD CASE(S) truss erection,in accordance with Stabilizer Cat.II;Exp B;Encl.. GCpi=0.18;MWFRS Standard Installation guide. (directional)and C-C Exterior(2E)0-0-12 to 3-0-12,Interior(1)3-0-12 to 9-4-0,Exterior(2R) REACTIONS. (lb/size) 9-4-0 to 12-4-0,Interior(1) 12-4-0 to 19-8-0 1 = 673/Mechanical zone;C-C for members and forces&MWFRS 5 _ 751/0-8-0 for reactions shown;Lumber DOL=1.60 plate Max Horz grip DOL=1.60 1 = -102(LC 10) 3)Building Designer 1 Project eng-neer Max Uplift responsible for verifying applied roof live load i - -218(LC 12) shown covers rain loading requirements specific 5 = -291(LC 12) to the use of this truss component. 4)All plates are MT20 plates unless otherwise FORCES. (lb) indicated. Max.Comp./Max.Ten.-All forces 250(lb)or less 5)This truss has been designed for a 10.0 psf except when shown. bottom chord live load nonconcurrent with any TOP CHORD other live loads. 1-8=-1241/668,2-8=-1190/678, 6)"This truss has been designed for a live:oad 2-9=-9521524,3-9=-942/534, of 20.Opsf on the bottom chord in all areas 3-10=-939/524,4-10=-950/514, where a rectangle 3-6-0 tall by 2-0-0 wide will fit 4-11=-1 169/658,5-11 1210/645 between the bottom chord and any other BOT CHORD members. 1-7=-52611107,5-7=-514/1067 7)Refer to girder(s)for truss to truss WEBS connections. 3-7=-2861579,4-7=-301/278, SALVADOR JIIRADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238171 34296 4-5 T23 GIRDER TR 1 1 Job Reference(optional) Run-8 420 s Feb 10 2021 Print:8 420 s Feb 10 2021 MITek Indusir es,Inc. Thu Sep 9 13:35:23 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-m8p5tZFicUHhUJhpZY074exW?pOT?j93 i eOsdyfMWY 4-0-0 4-0-0 Scale=1:11.8 2 2Y1 1 6,OD Fil T1 W1 1 S1 4 S 3x4= 2x4 II 0.8-0(0-1-8) NOP2X STP= Plate Offsets(X,Y)-- [1:0-4-5,0-1-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi ', d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 1-3 a999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.04 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 n.:a nla BCDL 100 Code FBC20201TP12014 Matrix-P Weight;18 lb FT=20% LUMBER- TOP CHORD 2x4 SP No 2 2)Building Designer 1 Project engineer BOT CHORD 2x6 SP No 2 responsible for verifying applied roof live load LOAD CASE(S) WEBS 2x4 SP No 3 shown covers rain loading requirements specific Standard BRACING- 1)Dead+Roof Live(balanced):Lumber ) TOP CHORD 3 the use of this truss component. Increase=1.25,Plate Increase=1.25 3}All plates are MT20 plates unless otherwise Structural wood sheathing dzectly applied or 4-0-0 Uniform Loads(pit) oc purlins. indicated. Vert:1-2=-54, 1-3=-20 BOT CHORD 4)This truss has been designed fora 1 it 0 psf Concentrated Loads(lb) R. id ceiling direct) applied or 10-0-0 oc bracin bottom chord live load nonconcurrent with any Vert:4=-653(F) g g y � g' other live loads. MiTek recommends that Stab-lizers and 5)'This truss has been designed for a live load required cross bracing be instafed during of 20.Opsf on the bottom chord in all areas truss erection,in accordance with Stabilizer where a rectangle 3-6-0 tall by 2-0-0 wide will fit Installation guide. between the bottom chord and any other members. REACTIONS. 0btsize) 6)Refer to girder(s)for truss to truss 1 = 46310 8-0 connections. 3 = 451 Wechanical 7)Provide mechanical connection(by others)of Max Horz truss to bearing plate capable of withstanding 1 = 60;LC 8) 144 lb uplift at joint 1 and 166 lb uplift at joint 3. Max Uplift 8)Hanger(s)or other connection device(s)shall 1 = -144?1-C 8) be provided sufficient to support concentrated 3 = -166(LC 8) load(s)653 lb down and 238 lb up at 2-0-12 on bottom chord. The design/selection of such FORCES. (lb) connection device(s)is the responsibii ty of Max.Comp.?Max Ten.-All forces 250(lb)or less others. except when shown. 9)In the LOAD CASE(S)section,loads applies to the face of the truss are noted as front(F)o• NOTES f 10; back(B). 1)Wind:ASCE 7 16:Vult=165mph(3-second 10)"This manufactured product is designed as gust)Vasd=128mph.TCDL=4.2psf;BCDL=3.Opsf; an individual building component. The h=15ft;B=45ft;L=28ft;eave=4ft;Cat.If:Exp B; suitability and use of this component for any Encl.,GCpi=0.18;MWFRS(directional);Lumber particular building is the responsibility of the DOL=1.60 plate gr p DOL=1.60 building designer per ANSI TPI 1 as referenced by the building code." SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238172 34296-4-5 T24 COMMON TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:24 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX-EKNT4uGKNnPY6TG?6GE6fHBzdPCICKillhOyO3yfm WX 23-2-0 t-0-0 4-0-11 9-7-13 15-2 0 20-8-0_ 21 4 26.3-5 30-4-0 31-4-C 1-3-0 4-0-11 5-7.1 5-6-3 5 6-0 4.4 - 3-1-5 t. 4-0-11 1-0-* 2.1-12 Scale-157.6 4x4 7 3x4 I 9x9 4x8 5 $ 11 a 5 00 12 3x4 = T 4 -4 ST4 { 3x4 ST1 I W6 gx4 : { 3 4 6 W 8 g 5 12 iTq ,i 35 2 _ W7 g W 13 14 1 5X10 33 21 20 19 34 1$ 17 16 I6 NOP2XSTP= n6W-fttt$Tf Y 3x4 800 WB- 4x8 = 4x6= 3x4 -B) 3x4= 4-0-11 4-9-13 9-7-13 152.0 20-8-0 26-3-5 1. 30-4-0 r 4-0-11 �-9-2 4-10-0 5-6-3 I 5-6-0 5-7-44-0-1 Plate Offsets(X,Y)-- [2:0.5.0 0-1-12],[2-0-8-10,Edge],[4:0-4-12,Edge],[8:0-5-0,0 2 8],[11:0-5-0,0-1-0] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0A8 18-20 >999 240 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.36 16 >978 '180 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(CT) 0.07 13 Na n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight:237 lb FT=200% LUMBER- TOP CHORD 2x4 SP No.2*Except* 4)Building Designer/Project engineer T5:2x4 SP 225OF 1.9E TOP CHORD responsible for verifying applied roof live load BOT CHORD 2x6 SP DSS 2-35=-4071/1286,3-35=-3963/1274, shown covers rain loading requirements specific WEBS 2x4 SP No-3 3-4=-3943/1271,4-5=-24941881, to the use of this truss component. OTHERS 2x4 SP No.3 5-7=-20671671,7-9=-2003/670, 5)Provide adequate drainage to prevent water BRACING- 9-11=-2002/627,11-12=-2647/931, ponding. TOP CHORD 12-13=-2905/913,4-6=-1598/466, 6)Alt plates are MT20 plates unless otherwise Structural wood sheathing directly applied or 2-2-5 6-8=5121198 indicated. oc purlins. BOT CHORD 7)All plates are 2x4 MT20 unless otherwise BOT CHORD 2.33=-1137/3766,21.33=-1137/3766, indicated. Rigid ceiling directly applied or 7-10-5 oc bracing. 20-21=-1142/3743, 8)Gable studs spaced at 2-0-0 cc. WEBS 20-34=-1150/3871, 9)This truss has been designed for a 10.0 psf 1 Row at midpt 6-18 19-34=-1150/3871, JOINTS 18-19=-1150/3871, 17-18=-74112464, bottom chord live load nonconcurrent with any ocher live loads. 1 Brace at Jt(s):8, 10,6 16-17=-74112464,15-16=-76812604, 13-15=-768/2604 10)'This truss has been designed for a live MiTek recommends that Stabilizers and load of 20.Opsf on the bottom chord in all areas WEBS required cross bracing be installed during WEB 6; where a rectangle 3-6-0 tall by 2-0-0 w,de will fit truss erection,in accordance with6491361,5 8=45299, Stabilizer 12-15=01334,6 20=-11 6':299 between the bottom chord and any other Installation guide. members. 8-1 8=-1 271979,6-18=-1641 423, 11)Provide mechanical connection(by others) REACTIONS. (lb/size) 7-8=-336/1226,4-20=-53/369 of truss to bearing plate capable of withstanding 2 = 1700/0-8-0 600 lb uplift at joint 2 and 501 lb uplift at joint 13. 13 139810-8-0 NOTES 15 ( ) 12)Graphical purlin representation does not = Max Harz 1) Unbalanced roof live loads have been depict the size or the orientation of the purlin i considered for this design.2 = -154(LC 6) along the top and/or bottom chord. d3 h 65 l V SCE 2)Wind:A 7-16; ut=1mp (3-second Max Uplift 13)Hangar(s)or other connection device(s) 2 4 h d V gust) as =128mp ;TCDL= . psf; 2 = -600(LC 8) shalt be provided sufficient to support 15 h f O 3= . ps; = 11;a=45ft;L=28ft;save=4h; 13 = -501{LC 8) BCDL concentrated load(s) 120 lb down and 39 lb up Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS at 4-0-6 on top chord,and 50 lb down and 16 lb FORCES. (lb) (directional);Lumber DOL=1.60 plate grip up at 4-0-0,and 451 lb down and 148 lb up at Max.Comp./Max.Ten.-All forces 250(lb)or less DOL=1.60 11-8-0 on bottom chord. The design/selection of except when shown. 3) Truss designed for wind loads in the plane of such connection device(s)is the responsibility of TOP CHORD the truss only. For studs exposed to wind others. 2-35=-4071/1286.3-35=-3963/1274, (normal to the face),see Standard Industry 14)In the LOAD CASE(S)section,loads applied 3-4=-3943/1271,4.5=-24941881, Gable End Details as applicable,or consult to the face of the truss are noted as front(F)or Continued on page 2 qualified building designer as per ANSI/TPi 1. back(B). SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238172 34296-4-5 T24 COMMON TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print-8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:25 2021 Page 2 ID.JbsSUYEphcZuYTshvwE3BRyhOBX-iXxrlENz85XPjc ftzlLCVjBNpYyxnzRXK7VxVyfMW W NOTES- (15) 15)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building's 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:2-33=-20,33-34=-38(F= 18), 13-34=-20, 1-4=-54,4-7=-54,7-14=54 Concentrated Loads(lb) Vert:33=-50(F)34=-451(F)35=-120(F; SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply 34296-4-5 T25 COMMON TR 3 1 A0238173 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek industries,Inc. Thu Sep 9 13:35:26 2021 Page 1 ID:JbsSUYEphuZuYTshvwE3BRyhOBx-AIVEVaibvPnLmOOEgGaliGKzCmYgHsbm t2Tyyf AWV -1-0- 7-10-14 15-2-0 22-5-2 30-4-0 31-4-10 1 D 7-10-114 7-3-2 7-3-2 7-10-14 1.0-0 Scale n 1 53,9 5.00 12 4x6— 5 3A G Is 14 3k6 4 6 2x4 3 T 2 W 12 ti yw1 15 2 8 1 f3 NOP2X8TP= 11 14 1 0NOP2XSTP= 0-&3��t11.8) 5ot9 SxB 0.83005.8) 10-5-8 19-10-8 30-4-0 10-5-8 9 5-0 10-5-8 Plate Offsets KY)- [10:0 4 0.0 3.4j.[11.0 4 0 0 3-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.25 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.49 8-10 >720 180 BCLL 0.0 Rep Stress Incr YES W B 0.31 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:132 lb FT=20% LUMBER- TOP CHORD 2x4 SIP No.2 6)'This truss has been designed for a live load BOT CHORD 2x4 SIP 225OF 1.9E'Except' TOP CHORD of 20.Opsf on the bottom chord in all areas B2:2x4 SIP No.2 2-12=-2369/816,3-12=-2331/835, where a rectangle 3-6-0 tall by 2-0-0 wide will fit WEBS 2x4 SIP No.3 3-4=-2147/759,4-13=-20761169, between the bottom chord and any other BRACING- 5-13=-2073/780,5-14=-2073/780, members,with BCDL=10.0psf. TOP CHORD 6-14=-2076/769,6-7=-2147/759, 7)Provide mechanical connection(by others)of Structural wood sheathing directly applied or 2-2-0 7-15=-2331/835,8-15=-2370/816 truss to bearing plate capable of withstanding oc purlins. BOT CHORD 427 lb uplift at joint 2 and 427 lb uplift at joint 8. BOT CHORD 2-11=-675/2244, 11-16=-358/1460, 8)'This manufactured product is designed as an Rigid ceiling directly applied or 1-4-12 oc bracing. 16-17=-358/1460,10-17=-358/1460. individual building component. The suitability MiTek recommends that Stabilizers and 8-10=-680/2123 and use of this component for any particular required cross bracing be installed during WEBS building is the responsibility of the building truss erection,in accordance with Stabilizer 5-10=-2251890,7-10=-416/299, designer per ANSI TPI 1 as referenced by the Installation guide. 5-11=-225/890,3-11=-4161299 building code." REACTIONS. (lb/size) NOTES- (8) LOAD CASE(S) 2 = 1170/0-8-0 1)Unbalanced roof live loads have been Standard 8 = 1170/0-8-0 considered for this design. Max Horz 2)Wind:ASCE 7-16;Vut1=165mph(3-second 2 = -162(LC 10) gust)Vasd=128mph;TCDL=4.2psf; Max Uplift lift BCDL=3.opsf;h=15ft;B=45ft;L=28ft;eave=oft; 2 -427(LC 12) Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS 8 = -427(LC 12) (directional)and C-C Exterior(2E)-1-0-0 to 2-0-0 Max Grav ,Interior(1)2-0-0 to 15-2-0,Exterior;2R) 15.2-0 2 = 1299(LC 17) to 18-2-0, Interior(1) 18-2-0 to 31-4-0 zone;C-C 8 = 1299(LC 18) for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FORCES. (lb) 3)Building Designer/Project eng near Max.Comp./Max.Ten.-All forces 250(lb)or less responsible for verifying applied roof live load except when shown. shown covers rain loading requirements specific TOP CHORD to the use of this truss component. 2-12=-2369/816,3-12=-2331/835, 4)All plates are MT20 plates unless otherwise 3-4=-2147/759,4-13=-20761769, indicated. 5-13=-2073/780,5-14=-2073/780, 5)This truss has been designed for a 10.0 psf 6-14=-2076/769,6-7=-21471759, bottom chord live load nonconcurrent with any other live loads. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238174 34296-4-5 T26 COMMON TR 3 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Pr nt:8.420 s Feb 10 2021 MiTek Indusir es,Inc. Thu Sep 9 13:35:27 2021 Page 1 D.JbsSUYEphcZuYTshvwE3BRyhOBx-ev3gwlDgin7zw?aoOnpHwpV6c6kPk3k ecc?OytMwU 7-10-14 15-2-0 22-5-2 30-4-0 31-44) 7-10-14 7-3-2 7-3-2 7 1014 1-0-0 Scale=1:53.7 5.00 12 4x6= 4 3x6% 12 2 13 3x6 2x4 3 2 ` W2 W2 1i 14 i 7 8 NOP2XSTP= 10 15 15 9 NOP2XSTP= 54 5X$= F 10-5-8 19-10-8 30-4-0 10-5-8 9-5-0 10-5-8 Plate Offsets(X,Y)-- [9:0-4-0,0-3-4],[10:0-4-0,0-3-4] LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.76 Vert(LL;. -0.25 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0,51 1-10 >695 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC20201TPl2Oi4 Matrix-SH Weight: 131 lb FT=200% LUMBER- TOP CHORD 2x4 SP No.2 6)'This truss has been designed for a live load BOT CHORD 2x4 SP 225OF 1.9E`Except' TOP CHORD of 20.Opsf on the bottom chard in all areas B2:2x4 SP No,2 1 11=-23791841,2-11=-2340/856, where a rectangle 3-6-0 tall by 2-0-0 wide will fit WEBS 2x4 SP No.3 2-3=-21551780,3.12=-2083/791, between the bottom chord and any other BRACING- 4-12=-2081/802,4-13=-2076l786, members,wish BCDL=I O.Opsf. TOP CHORD 5 13=-20791776,5-6=-2150/765, 7)Provide mechanical connection(by others)of Structural wood sheathing directly applied or 2-2-0 6-14=-23331843,7.14=-2371/824 truss to bearing plate capable of withstanding (>c purlins. BOT CHORD 357 lb uplift at joint 1 and 428 lb uplift at joint 7. BOT CHORD 1-1 0=-681/2254, 10-15=-366/1463, 8)"This manufactured product is designed as an Rigid ceiling directly applied or 1-4-12 oc bracing. IS-16=366/1463,9.16=-366/1463, individual building component. The suitability MiTek recommends that Stabilizers and 7-9=-68712126 and use of this component for any particular required cross bracing be installed during WEBS building is the responsibility of the building truss erection,in accordance with Stabilizer 4-9=-223/890,6-9=-416/300, designer per ANSI TPI 1 as referenced by the Installation guide. 4-10=-229/8981 2-10=-421/301 building Code." REACTIONS. (lb/size) NOTES (8) LOAD CASE(S) 1 = 1096/0-8-0 1)Unbalanced roof live loads have been Standard 7 = 117110-8-0 considered for this design. Max Horz 2)Wind:ASCE 7-16;Vult=165mph(3-second 1 = -160(LC 10) gust)Vasd=128mph;TCDL=4.2psf; Max Uplift BCDL=3.Opsf;h=15ft;B=45ft;L=28ft;eave=4ft; 1 = -357(LC 12) Cat.II;Exp B;Encl„GCpi=0.18;MWFRS 7 = -428(LC 12) (directional)and C-C Exterior(2E)0-4-0 to 3-4.0, Max Grav -nterior(1)3-4-0 to 15-2-0,Exterior(2R) 15-2-0 to 1 = 1236(LC 17) 18-2-0,Interior(1)18-2-0 to 31-4-0 zone;C-C for 7 = 1300(LC 18) members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FORCES. (lb) 3)Building Designer/Project engineer Max.Comp,/Max.Ten.-All forces 250(lb)or less responsible for verifying applied roof live load except when shown. shown covers rain loading requirements specific TOP CHORD to the use of this truss component. 1-1 123791841,2-11=-2340/856, 4)All plates are MT20 plates unless otherwise 2-3=-2155/780,3-12=-2083/791, indicated. 4-12=-2081/802,4-13=-2076/786, 5)This truss has been designed for a 10.0 psf 5-13=-2079/776,5-6=-2150/765, bottom chord live load nonconcurrent with any other live loads. SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Ply A0238175 34296-4-5 Vol VALLEY TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Pr nt:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:28 2021 Page 1 ID:JbsSUYEphe2uYTshvwE3BRyhOBX-65d_wGJrROv a4amL512g7LoHUfF8FFu41M9xgyfmwr r 4-6-3 4-6-3 Scale= 1:11.2 2 2x4 1 5.00 F12 4 El T RI W1 1 131 Li MERE 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a nla 999 MT20 244,190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n"a nla 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 nla nla i BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight.15 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 2)Building Designer/Project engineer BOT CHORD 2x4 SP No.2 responsible for verifying applied roof live'oad WEBS 2x4 SP No.2 shown covers rain loading requirements spec;fic BRACING- to the use of this truss component. TOP CHORD 3)Gable requires continuous bottom chord Structural wood sheathing directly applied or 4-6-3 bearing. oc purlins, except end verticals. 4)This truss has been designed for a 10.0 psf SOT CHORD bottom chord live load nonconcurrent with any Rigid ceiling directly applied or 10-0-0 oc bracing. other live loads. MiTek recommends that Stabilizers and 5)'This truss has been designed for a live load required cross bracing be installed during of 20.Opsf on the bottom chord in a I areas truss erection,in accordance with Stabilizer where a rectangle 3-6-0 tall by 2-0-0 wide will fit Installation guide. _ between the bottom chord and any other members. REACTIONS, (lb/size) 6)Provide mechanical connection.:by others;of 1 = 134/4-5-9 truss to bearing plate capable of withstanding 31 3 = 134/4-5-9 lb uplift at joint 1 and 56 lb uplift at joint 3. Max Horz 7)"This manufactured product is designed as an 1 = 59(LC 12) individual building component. The suitability Max Uplift and use of this component for any particular 1 = -31(LC 12) building is the responsibility of the building 3 = -56(LC 12) designer per ANSI TPI 1 as referenced by the FORCES. (lb) building code." Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S) except when shown. Standard NOTES- (7) 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.11;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 4-4-7 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 SALVADOR JURADO R.E STATE OF FLORIDA REG NO. 19939 -6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238176 34296-4-5 V02 VALLEY TR 2 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:29 2021 Page 1 ID:JbsSUYEphcZuYTshvwE3BRyhOBX•blAMScKTCK2rCE9zvppHMLuotQ1 UOV1 Sy%4HyfMW`s 2-6-3 2-6-3 Sca'a 1:7.4 2 5.00 12 2x4 T O1 W1 a 1 B1 3 2x4 Fx4 2-5-9(0-1-8) 2-5-9(0-1.8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244.190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) nla n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:7 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 2)Building Designer/Project engineer BOT CHORD 2x4 SP No.2 responsible for verifying applied roof live load WEBS 2x4 SP No.2 shown covers rain loading requirements specific BRACING- to the use of this truss component. TOP CHORD 3)Gable requires continuous bottom chord Structural wood sheathing directly applied or 2-6-3 bearing. oc purlins, except end verticals. 4)This truss has been designed for a 10.0 psf SOT CHORD bottom chord live load nonconcurrent with any Rigid ceiling directly applied or 10-0-0 oc bracing. other live loads. MiTek recommends that Stabilizers and 5)'This truss has been designed for a live load required cross bracing be installed during of 20.Opsf on the bottom chord in all areas truss erection,in accordance with Stabilizer where a rectangle 3-6-0 tall by 2-0-0 wide will fit Installation guide. between the bottom chord and any other members. REACTIONS. (lb/size) 6)Provide mechanical connection(by others)of 1 = 60/2-5-9 truss to bearing plate capable of withstanding 14 3 = 60/2-5-9 lb uplift at joint 1 and 25 lb uplift at joint 3. Max Horz 7)"This manufactured product is designed as an 1 26(LC 12) individual building component. The suitability Max Uplift and use of this component for any particular 1 = -14(LC 12) building is the responsibility of the building 3 = -25(LC 12) designer per ANSI TPI 1 as referenced by the FORCES. (lb) building code." Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S) except when shown. Standard NOTES. (7) 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.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 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oty Ply A0238177 34296-4-5 V03 VALLEY TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Thu Sep 9 13:35:30 2021 Page 1 ID�JbsSUYEphcZuYTshvwE38RyhOBx-3UkkLyL5zdAicIQ9TWK WvYR5ogJzc9lBgcrGcjyfM WR _ 5-0-0 5-0-0 Scale:1"=1' 2 2x4 5.00 12 4 T W1 (V t B1 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert{LL) ma nr'a 999 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.20 Vert;CT) n,:a nia 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz;CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:16 b FT 20°� LUMBER- TOP CHORD 2x4 SP No.2 2)Building Designer Project engineer BOT CHORD 2x4 SP No.2 responsible for verifying applied roof live load WEBS 2x4 SP No.2 BRACING- shown covers rain loading requirements spec fic TOP CHORD to the use of this truss component. Structural wood sheathing directly applied or 5-0-0 3)Gable requires continuous bottom chord oc purlins, except end verticals. bearing. BOT CHORD 4)This truss has been designed fora 10.0 psf Rigid ceiling directly applied or 10-0-0 oc bracing. bottom chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and 5)'This truss has been designed for a I ve load required cross bracing be installed during of 20.0psf on the bottom chord in all areas truss erection,in accordance with Stabilizer where a rectangle 3-6-0 tall by 2.0-0 wide will fit Installation guide. _ between the bottom chord and any other members. REACTIONS. (lb/size) 6)Provide mechanical connection(by others)of 1 = 15214-11-6 truss to bearing plate capable of withstanding 36 3 = 15214-11-6 lb uplift at joint 1 and 64 lb uplift at joint 3. Max Horz 7)"This manufactured product is designed as an 1 = 66(LC 12) individual building component. The suitability Max Uplift and use of this component for any particular 1 -36(LC 12) building is the responsibility of the building 3 = .64(LC 12) designer per ANSI TIP 1 as referenced by the FORCES. (lb) building code." Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S) except when shown. Standard NOTES- (7) 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)0-9-1 to 3-9-1,Interior(i)3-9-1 to 4-10-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 SALVADOR JURADO P.E STATE OF FLORIDA RES NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 Job Truss Truss Type Oly Ply A0238178 34296-4-5 VO4 VALLEY TR 1 1 Job Reference(optional) Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 Mil Industries,Inc. Thu Sep 9 13:35:30 2021 Page 1 ID'JbsSUYEphcZuYTshvwE3BRyhOBX-3UkkLyLszdAugOj9T W KWvYR9ggMOc9lBgcrGciyiMW R 3-0-0 3-0-0 Scale=1:8.3 2 5,00 Fiff 2x4 11 o Wi 1 2x4 2x4 2-11-6(0-1-8) 2.11.6(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 0.09 Vert(LL) n/a nla 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a nla 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020'TP'2014 Matrix-P We-ght:9 lb FT W 20% LUMBER- TOP CHORD 2x4 SP No,2 2)Building Designer 1 Project engineer BOT CHORD 2x4 SP Na.2 responsible for verifying applied roof live load WEBS 2x4 SP No 2 shown covers rain loading requirements specific BRACING- to the use of this truss component. TOP CHORD 3)Gable requires continuous bottom chord Structural wood sheathing directly applied or 3 0 0 bearing. oc purlins, except end verticals. 4)This truss has been designed for a 10.0 psf BOT CHORD bottom chord live load nonconcurrent with any Rigid ceiling directly applied or 10-0-0 oc bracing. other live loads. MiTek recommends that Stabilizers and 5)'This truss has been designed for a live load required cross bracing be instal'ed during of 20.Opsf on the bottom chord in all areas truss erection,in accordance with Stabilizer where a rectangle 3-6-0 tall by 2-0-0 wide will fit Installation guide between the bottom chord and any other members. REACTIONS. (lb/size) 6)Provide mechanical connection(by others)of 1 781,2-11-6 truss to bearing plate capable of withstanding 18 3 = 78,`2 11-6 lb uplift at joint 1 and 33 lb uplift at joint 3. Max Horz 7)"This manufactured product is designed as an 1 N 341LC 12) individual building component. The suitability Max Up ift and use of this component for any particular 1 = -18(LC 12) building is the responsibility of the building 3 -33(LC 12) designer per ANSI TPI t as referenced by the building code." FORCES. (Ib) Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S) except when shown. Standard NOTES- (7) 11 Wind:ASCE 7-16;Vuh 165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf; h=15ft;B=45ft;L 28h;eave=4ft;Cat.11;Exp B; Enc'.,GCpt-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 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MIAMI FL. 33166 ety rt sym s use to attract your DANGER: A DANGER designates a condition AT"m attenilonl PERSONAL SAFETY ISINVOLVEDI When where falluretotollow Instructions or hood warn. you ese this symbol- BECOME ALERT-HEED ITS A ing will moat likely resuh to serious personal MESSAGE. Injury or death or damage to structures. CAUTION: A CAUTION Identifies safe operating WARNING: A WARNING describes a condition practices or Indicates unsafe conditions that could where faltureto follow instructions could result In result In personal Injury or damage to structures. severe personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for -'AA HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE tfe3 D-Oni;*19 Dr.,Suhe 200 PLATE CONNECTED WOOD TRUSSES° Madlson,wlacateln 53719 (608)933-afroo It Is Me rempQrrsdblflty of fhe lnstadlor-lbuNder, buki tt7 contractor. dlcensed personnel Inthe wood truss Industry.butmustduoto the natureof responsibilitles r don contractor to Property raceim. unload stain lnvolved,be presented as a guide for the use of a qualified building designer or handle in Id and bracemefal plaftoonnectedwoodtrussesto gMtsctlftasnd Installer.Thus.theTrussPlatelnatitute,Inc.expressly disclaims any responsibility gMee&Theinataller must exercise the same high degree of safety awareness as for dam"arising from the use.application or reliance ontherecommendation& with any other structural material.TPI does not intend these recommendations to and Information contained herein by building designers,insulters,and others. beirdisMrotedas euperlortotheprojectArchitect'sor Engineer sdesignspecification Copyright O by Truss Plata Institute,Inc. All rights reserved.This deoumant or for handling,Installing and bracing wood truasesforaparticularrooforfloor.These arty part thareof must not be reproduced In any form without written permission recommendellons are based upon the collective experience of leading technical of the publisher.Printed in the United Slates of America. CAUTION:The builder,building contractor,licensed CAUTION:Alitemporsary bracing should bd no Ives contractor, erector or erection contractor Is ad- than 2x4 grade marked lumber. All connections Avised to obtain and read the entire booklet"Com- should be made with minimum of 2-1lid nails. All mentory and Recommendations for Handling, In- trusses assumed Von-center or less. All multi-ply stalling do Bracing Metal Plate Connected Wood trusses should be connected together In accor- Trusses, HIB-91'from the Truss Plate Institute. dance with design drawings prior to Installation. } TRUSS STORAGE- CAUTION: Trusses should not - Abe unloaded on rough terrain or uneven surfaces which could cause damage to the truss. �J s-ion s=tv Trusfaesstoredhori,m italfy should be sup- ported on blocking to prevent excessive Trusses stored vertically should be lateral bending and lessen moisture gain. braced to prevent toppling or tipping. } lAWARNING: Do not break banding until Installa- DANGER: Do not store bundles upright unless tIon begins or Iift bundled trusses by the bands. properly braced. DANDER:Walking on trusses which are lying i 1A WARNING: Do not use damaged trusses. 11A flat Is extremely dangelrousand should beatricdy prohibited. Frame 1 I SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. MAIMI FL. 33166 WARNING: Do not attach cables, chains, or WARNING:Do not lift singlet umewith span* hooks to the web members. A greater than 30' by the peak. so, MECHANICAL or fees J� IINSTAU ATION Tag pPturslephtrVrweMmately ii�pth lTh�ie tan. Truss spans lass than 3W. Lifting devices should be connected ftongback/ Spreader Bar to the truss top chord with a closed- SpreaderSer loop machment util" materiels to• Toe In Too In such as slings,chains,eables,nylon strapping,etc.of sufficient strength to carry the weight of the truss. Approximately E, Approximately q, o,%truq D %to-Y,truss length Less than or equal to Cto' Tag Greater than W Una Tag Spreadw Bar Uns Strongback/ t0 t6 SpreaderSer Toe in Toe In At or shore mid•hNght Approximately �___ Aowoxlmatohr i Y.to%truss Ionath To � th to V,trussgth len � Less than or equal to Go' une T� Greater than tto' CAUTION:Temporary bracing shown In this summary sheet Is adequate for the installation of Atrusses with similar configurations. Consult a registered professional engineer d a different bracing arrangement Is desired. The engineer may design bracing in accordance with TPI's Recoamionded Design SpeaNkmdon for Temporary Bracing of Metal Plate Connected Wood Trusses; DS8418,and In some cases determine that a wider sparing Is possible. GROUND BRACING:BUILDING INTER 1GA01.014b BRACING: BUILDING WIERIOR TaoCwoni su nhe"t PlwFi.iWar 11 ' 7T �,�+ afprklrq 1 nd bow r wn�wt taevl ! ow. a�ao. � varae�rs t4Brl Or, bra" ` d�alabr . i4 veveow`_oo Port"M �amd �errMewirrMlrtrwpws. .. - `*f a.ot�q► Can -L-. Ground tatAaor Drives afalcM d0�� ae.rwnn mob«.. CAUTION:Ground bracing required for all installations. Frame 2 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MAIMI FL. 33166 ��Yr 14 TOPIAOb'r „xt�' TOP C 6i p, b SRACE d It Ml mum (J1 �i'ACE �dC1lit!(09 s or praler $pA�l P Ctf l3PACli+1 dw tntsres 11. i. i t r _ Ovor 32'-atx` b 2 0' 7 / Ow w 4t#'-60. 4412 1lf' Over so' I Sea a regwtered profssetonal arrylnaar HP- Fir Fir-�� SPF--"M*4,-PhwRr �f Contin Chard All lateral braces t&we lapped at least 2 Required i � trilSsea. 10'or Greaten I r Attachment I / Requlmd ,a *. 4Q TaP,erwrdaNda�tlAaetlr�ec�acn trrcld� eoeetrMrarrd ecur�oWl�pc�ethcnMnod7aeo• n.rw.w�or.Por..rk..uewnw.+ aft*W tes.taOP.rt40 VW 6Wd1ad � PITCHED TRUSS WARNING: Fellurstofollowthesereoonamondattone could result In sewers peraonall Injury or damage to trusses or buildings. TOP C(tORD MINIMUM TOP CHORD DIAGONALBRACE 12 Pack LATERAL BRACE spAct toem SPAN DIFFERENCE SPACINO(LBs) $ Ektrrlss.- - s r— me to ZS' 1 Over 28'-42' 3.0 6' 9 8 Over 2'-W 3.0 S S 3 Over so' See a registered professional engineer OF:Douglas Fir-Larch SP-Southern Pine MirHen►-Fir 8PP-Spruce-Pine•Fir Continuous Top Chord Lateral Brace All lateral braces Required lapped at least 2 trusses. 70"yr Crcater 4 AttachmaM • y = Required 0. �r ; _. -_ � �•� � �� TpelwrdsrMstsnrppeMtKsadecn4eolN �ti :.. �` bgah�eareowwoaWPwrltlwr�r►rwdi�eo- . �- `-_ i.�x y � nrerppaNier+dne�LeuwG�n�uw .At"qr ry 100W, On-11 9fNwk0chaewhsnpwlw rn aft& E to 1w%prW of On top clad SCISSOR$TR�lS8 Frame 3 SALVADOR JMURADO P.E STATE OF FLORIDA REG NO. 19939 - 6401 NW 74 AVE. 1M11AIMI: FL. 33166 IMs 4 or great*r f BOTTOU CHORD BOTTOM CHORD DIAGONAL BRACE MINIMUM 'LATERAL.BRACE SPACING(0 s' T SPAN PITCH SPACING(LBW Ilrt►tntes� w I�- • 11 to 32` 4112 1�' Ken 15Over 22'-48' 4 12 7Over49'-90' 412Over60' See a f [*tend rofasalon '-- � OF-Douglas Fir-Larch sP-southern Pine HF-Hem-Fir SPF-SPM-e-Pine.FIr Y .iv All lateral braces r lapped at least 2 trusses. Bottom chord diagonal bracing repeated ' at each end of the building and at same spacing as top chord diagonal bracing. � _ 1__. . , BOTTOM CHORD PIANE WARNING: Failure to follow these recommendatlonacouldrosultIn coves personal Injury or damage to trusses or buildings. A ,i Cross bracing repeated i0A �• y~ --r at each and of the t building and at 20' Intervals. �vo Permanent ' continuous �. r - _ lateral bracing as specified by the - truss engineering. WEB MEMBER PLANE Frame 4 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939-640 NW 74 AVE. MAIMI FL. 33166 TOP CHORD 2x4/2x6 PARALLEL Continuous TOP CHORD DIAGONALBRACE CHORD TRUSS Top Chord MINIMUM LATERAL BRACE SPACING (OBE Lateral Breoe SPAN DEPTH SPACING L 4tnisses Required Bg� TePehadruwtaniWratylraeadaaibueMtr SPIDF aPFJNF tep�lharandoawaeollapaairtrlaelanodlaeo 1Q'ofOreate U to 32' 3C' 8' 18 10 "elbraoiro Dk*mM' a0 shoWWbons4ed f 32'-48' 42' e' 6 to are who""ofuro lop Chord when pum" Overow 32'• Air41r $' 4 Ef •••~%W sow sopeldo al a»Up*herd over 80' I Sae a registered Professional naer Attachment DF- Douglas F1r•Larch SP-Southern Pine Required HF-Ran%-Fir SPF-Spruce-Pine-Fir 30e or 9 realer ,� � bra6ei fap�d The and diagonal brace for camiievered End diagonals ari dselorrtlelfor trusses must be stability and must be duplk:bW on placed on vertical both ends of the truss system. mbe In line with the eupporc . WARNING: Failure to follow the"recommendations could reeuk In E: A severe personal Injury or damage to trusses or bulldings. 4x2 PARALLEL CHORD TRUSS-TOP CHORD Cordinuoue Top Chord �\ Topchordatlulwheeaer6raoadcarst�eakir Lateral Breca !°p'tI'aandoauaeool�+P"IFalCnau"°°ipp Required 1 MlbracNa.DlrianadbradMlYahouubana0e0 loth& e&Ce H"Gbp ch I pW*' t O•or Greater are etlaohed hale Iopaldaol ale%p ohord. Attachment 16 Required f3 r 300 roSs1 Truss"musthaveium• bar odanted in the horl- Ill zontal direction to use braaee oing.this brace a upped pe at Nest iwo� - x. End diagonals areusee stability and must be dtepl `:Hs on both ends of the trust system. i _ €� 2 Frame 5 SALVADOR JURADO P.E STATE OF FLORIDA REG NO. 19939- 6401 NW 74 AVE. MAIMI FL. 33166 TOP CHORD gre or s' 4 TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING(DOS) SPAN PITCH SPACING(LHS) I#truas"I Up to 24' 3/12 1 8' 17 1 12 Over 24'-42' 3112 1 7' 10 1 6 , Over 42'-54' s 121 6' s 1 4 Over 64' See a r ered E2fasslonal enginew DF-Douglas Fir-Lerch SP-Southem Pines HF-Hsm-Fir SPF-Spruce-PirwFir s sry . All lateral braces lapped at least 2 trusses. Diagonal brace '4 also required on end verticals. e Continuous Top uwrd Lateral Brace- 5`{ Requlred Tap ahardt thatero latarity brooed era buokro ' �aealharanda"uwaeaapa�Ntluralanadlaee lr 10'or Greater n0badr4 Dla9oea1braain90mNb@mW d tolMurearaklaotlMreDohardwhmpurins are■tbmhW to ma top sift or the rap ebora s'y {t Attachment MONO TRUSS Required WARNING: Failure to follow these recommendations could result In severe personal Injury or damage to trusses or buildings. A INSTALLATION TOLERANCES so Length Lon) PLUM Don) D/SO D(h) -r :h . __........::::...... ........ .. 12" 1 4' 1• Lesser of r 1 Ir . L/M or 2' 36" 3 4" 3' I so" 1.14" S' Lon) Lon) 72" 1-1 6' " ..r r Truss I toe" 2" 99 .� lelpm I ... ... .. Dan) I * Lesser of I L/200 or 2" Lesser of D/SO or 2' Lon) L=0 L(ft) Lon) L12o0 L(ft) Maximum t/a Plumb 11 1 260" 4"1.1 20.8' Mlsplacemem Una ltio" w 12.6' 1 300" 14/2" 125.01 OUT-OF-PLUMS INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. DANGER:: Under no circumstances should WARNING: Do not cut trusses. construction lcadsof any descriptionbepfaced AIlAon 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 SH 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 NOTES: A)ALL CONNECTORS SPEC. MUST BE INSTALLED PER MFG. SPECIFICATIONS. C)FOR TRUSS DATA,LUMBER,PLATES, ETC. REFER TO MAXIMUN OVERHANG INDIVIDUAL ENG. DRAWINGS. GRADE OF LUMBE I 2X4 2X6 D)THIS HAS BEEN DESIGNED FOR THE LOADS GENERATED BY 175 MPH.WINDS AT 26'ABOVE #2 SO.PINE 2'-0" 3'-2" GROUND LEVEL ASCE 7-16 COMPONENTS AND CLADDING AND 7.0 PSF TOP CHORD AND 3.0 PS BOT S.S. SO-PINE 2'-2" 3'-4" CHORD DEAD LOAD ARE BEING USED.THE DESIGN ASSUMES OCCUPANCY CATEGORY II, TERRAIN EXPOSURE C AND INTERNAL PRESSURE COEFFICIEN CONDITION I. 2X4 OR 2X 2X4 OR 2X OPTIONAL RETURN MAX. V-6" WIOUT LEDGER SEE TABLE 2X4 OR 2X LEDGER(BY BLDR. r OPTIONAL VERTIC LEDGER AND HANGER (BY BLDR.) MAX. 4'-6" ji 4 s 2 APPRO f0 &D SgS �O.jNC. DES. BY m DADS�TRUSS� = CHECKED BY��J Company Inc. * DATE U1101I21 6401 N.W.74 AVE MIAMI,FLA.33165 !+ 2 DADE{306}692-9245 BROWARD (305)462MU STATE OF ,� :~ DRAWING MM WAln:14W�66.M2 FAX:(W5)4Tr4092 p`T �'r JOB No. ah// ONAL E 0 �/ierrrrlr111�N1N���� Minimun Grade Of Lumber PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 466 GRD A GALVANIZED STEEL (EXCEPT AS SHOWN) 2X4 Syp. No. 2SP PLATE MUST 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 (WHICH IS ALWAYS REGO.) CONSULT BLDG, ARCHITEC FOR CONNECTION OFNOTES- CORNER JACK SEE ENG ^� . A)ALL CONNECTORS SPEC.MUST BE INSTALLED PER MFG.SPECIFICATIONS. B)HANGERS REQ'D FOR TRUSSES LESS THAN 12'-0"SPAN(UNDER 650#(REACTIONS) cow MUST BE SUPPLIED BY BLDR. TiilA� 1 C)FOR TRUSS DATA,LUMBER,PLATES,ETC.REFER TO INDIVIDUAL ENG.DRAWINGSi. { J05 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 PS TOP CHORD AND 3.0 PSF BOTT.CHORD DEAD LOAD ARE 8EING USED. I THE DESIGN ASSUMES OCCUPANCY CATEGORY II,TERRAIN EXPOSURE C AND t� ti INTERNAL PRESSURE COEFFICIENT CONDITION 1. I �( ? PA1 USP ANGLE(OR EQUAL)AND -16d TOE NAILS(BY BLDR.) 0.01-0417-11 INDICATES DEAD LOAD ON .57AM r MAX.REACTION 395# NCHORAGE TO 16d TO NAILS i 8# 60. 42' 25' Og• J03 THROUGH J67) '-0"TO 7'-0" ANCHORAGE TO *144 2-166 TOE NAILS V LOADING. PSF) PRO10 TRj CD. INC. MS. BY ; MM TOP UVE 30 14ECKED BY : SJ TOP DEAD : 15 JACK DETAIL (7'-0" SETBACK) Hang 'muss STATE OF ;t TT: 0�10121 BO AON 10 6101 ILA-74 A`R YIAW.1A.S11 .�'�i�`''•"101` 0- .•'�St►� RAWING u,oc t�w"M G,4 i .• \ ��� JOB ND. INC, Minimun Grade Of Lumber PLATES ARE MIIEY, M20-249,200 MANUFACTURE) FROM ASTM A 466 GRID 4 GALVANIZED STEEL (EXCEPT AS SHOWN) 2X4 Syp. No. 2 SP PL4"E MUST BE INSTALL D ON EA FACE OF JOINT SYMMETRICALLY (EXCEP- AS SHOWN) DESIGN CONFORMS WADS SPECS, FBC 2020 THIS DESIGN 1S FOR TRUSS FABRICATION ONLY. FOR PERMANENT BRACING (WHICH IS ALWAYS RECD.) CONSULT BLDG. ARCI rTEC MAS-151DI USF 1" 20G CALVE. METAL STRAP NAILED W/2-10d NAILS TRUSS SYMMETRICAL ABOUT ON EA. MEUBER, PER FACE, OR 2 HURRICANE CLIPS. ENTER LINE EXCEPT AS SHCOWN ONE ON E.A. FACE OF TRUSS. (BY BLDR.) TYP, 4' 0" VERTICALS 9 6'-0" ! PITCH VARIES I O C MW OVER 24'-0' 1 � I SPL. 20-0' AND OVER VALLEY T 11OMMON RUSSE5 I � j AL i 6' WEDGE NAILED TO TRUSS 2x4 VA<L CATS (EY SLRR.) W/2-1Gd NAILS. (BY BLDR.) TYP- , R10i,E LNE j �i 4.. � i 3 Raj.. ' - I i K { C,-1„ GOOF F S 15 --D FOR I 1 3 0. vc. )ATE Es. BY MM DADE TRUSS I * * * NECKED 8r sJ VALLEY SET CONNECTION DETAI co. oflr s 01101121 6401 It V 74 AVE-MIAMI.PTA 33166 STATE OF ;fit RAWING �A&i307%2-6'css BROWD(ws1 i �L` OB No. • ,wrs:,_sae-lw-»s+s Puc:r3a71 ' •aa `�SIONAL ��,,a�;, +Hn�f�trullN 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 READ.) CONSULT BLDG. ARCHITEC TRUSSES O 24' 0.L TYP 1.4 a W LATERAL OR4CE PER TRUSS DESIGN WITH 2-104 NAILS PER IoEB FOR FORCES UP if,4600 Im FORCES IN EItCESS OF 4600 Ibs REOURES 2x6/J OR BETTER. NOTE. PROVIDE II-BRACING AT 20'-O' INTERVAL$FOR WEB FORCES UP TO 25M III& AND AT t0'-0'FOR , FORCE GREATER THAN 2509 Ib4. '�F1'i1J:�it4) END OF BRACINC MEW SHAUL RICO PON±00 X-BRRACto As"WED LATERAL BRACING DETAIL ON THIS DETAIL. ALT. LATERAL BRACING DETAIL toe o e' j�—O.C.TW �r TRUSSES O 24' T�-BRACE SAN(SIZE O.c LtP AND GRADE AS We �T-BRACE WTH WEB{24 µAx; 10d NAYS O 6' O.C. "P. WEB SECTION DETAIL HOTS: BRACE yNTST BE 809 THE LENGTH a THE WEB. THIS OETAL IS 70 BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACE4. r{ I{ f 16 Allf*q FOR DADVRUSS t6 III. D . BYMM STATE G C CKED BY SJ LATERAL BRACING DETAIL D"cmem D , ss '•. ' �, ` D 1 ovovu /401 NA.74 AYE. IQAIQ.RL 13168 s�0,k,•. Fi�R1�* . �`�` DRAWING am W-M w a m poi�at-rM ...... : JOB No. +rats I&p"sn-m �p+NItHN+1N��� Hanger Index HangerOptionsMatrix................... ...... .............98-99 I-Joist,Glulam and Structural Composite Solid Sawn Joist Hangers Lumber Connectors • Face Mount................................ ............. 100-119 • Face Mount ............................................. 139-150 •• Sloped and Skewed...... ................ ......... 114-119 Adjustab e........................................................ 151 . • . .......... • Top Flange............................................... 122-134 Sloped and Skewed ......... ........ .... 152-155 • Top Flange......... .................................... 159-183 • Specialty........................................... 120,136-137 Plated Truss Connectors.............................. 186-228 Fire Wall Hangers ......................................... 229--233 Masonry and Concrete Connectors............. 234-259 Hanger Load Table Explanation This icon identifies products Min./Max.:Refers to min. approved for installation or max,nailing for products with Simpson Strong-Tie with round and triangle holes. Strong-Drive SD Connector Min.nailing uses round holes. screw.See pp.335-337 for and max,nailing uses round Load Duration: Installed Cost Index: more information. and triangle holes to achieve Assumed duration factor used This indicates the maximum load. to determine the allowable load. products relative installed cost Gauge: (combined cost and Joist Size: Model No.: Product Nails:This shows Allowable Design Loads:The installatK,n cost). This shows This is the material the fastener maximum load that a-..:' cti,� the size of Simpson thickness. quantity and type is designed to provide joist member. Strong-Tie required to Uplift Floor,Snow,Roof, product name. achieve the Download I q table loads. 1 Al_� DimensionsHBj) Faste rs(in.) OF/SP Allowable Loads installed Joist Model Min.! Code Size Na. Ca' Max. Uplift Floor Snow Rval Cosllndex Ref. W H Header Joist (160) (100) (115) (125) (ICI) Sawn Lumber Sizes LUS26-2 18 315 41/4 2 4 0162 x 31/2 (410.162 x 311 1,060 1.030 1,170 1.265 Laresi z } U26-2 16 31/a 5 2 (B 0,162 x 31/2 (4)0.148 x 11/2 535 J 1.150 1.305 1.410 +65% a ?X6 HUS26-2 14 31s 5416 2 I — (4)0162 x 3'� (4)0.162 x 3'1h 1.165 11055 1.195 1.290 +172% IBC, L LA v 14 314 53A 2'k Min 1; m HU26.21HUC26-2 (8)01G2 x 3 (4}0 448 x 1'k 755 1,190 1.345 1.440 +233,� u 14 311e 5V. I 2'h Ma. (12)0.162 x 3,5 (6)0148 x t 44 1 135 1185 2,015 2,165 +254% � z 0 ii This icon identifies Dimensions W,H,B: Nails:0.162"x 31/z",0,148 x 1%z°. Code Ref.: products that are This shows the product See pp.21-22 for other nail sizes and information. See p.12 for the available with additional dimensions(width,height and Code Reference corrosion protection, bearing length in this case.) Throughout this catalog,the table Key Chart,to T See p.12 for additional referenced in the product drawing. fastener size indicates the required nail determine wh'ch R information. diameter and length.See pp.21-22 for code reports load adjustment factors for alternative include this • fasteners used with some connectors. product a ° All installations should be designed 0 only in accordance with the allowable ® load values set forth in this catalog. ° N a Product Drawing: Provides a graphic presentation of the product with dimensional information (often cross referenced to the table). 94 Simpson Strong-Tie"Wood Constroction Connectors LUS/MUS/HUS/HHUS/HGUS , + Face-Mount Joist Hangers V for ZX' 11/6. pt� IV1,:for 4Xs This product is preferable to similar connectors because o T of a)easier installation,b)higher loads,c)lower I 4 4 installed cost,or a combination of these features. �• The clouiAe shear h«ngr,•sems,ranging ffofn the light capacity H c Bud LUS harlge,s to the highvst•capadty HGUS hangers,feitkire a innovative double shear nailing that(JiStriE)tjteS the load through C [p rivr)f onjrs on each joist nail for greater Strength.This allows for fewer nails,faster installation and the use of all common nails for 0 ' the same connection. For medium-load truss applications,the MUS offers a lower-cost _ alternative and easier installation than the HUS or THA hangers, i �MUS2$ while providing greater load capacity and bearing than the LUS. LUS2$ Material:See tables on pp. 194-195 *O, c� Finish:Galvanized.Some products available in stainless steel C or ZMAX"coating.See Corrosion Information,pp.13-15. 2'►. C .0 Z O Installation: o • , " i ' U • Use all specified fasteners;see General Notes. . N • Nails must be driven at an angle through the joist or truss H 1= into the header to achieve the table loads. d 'a • Not designed for welded or nailer applications. p o Options: jl. "� d • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS w c 9 6HUS210 • Other sizes available;consult your Simpson Strong-Tie (HUS26,HUS2$ representative H HUS210-2 and HHUS similar) Cedes:See p.12 for Code Reference Key Chart a °• tr o ° e =. °€� • ' o a q o e o � e Double-Shear Nailing ° Top View Double-Shear Nailing Side View RDo not bend tab HGUS28-2 e Dome Double-Shear U Nailing Side View 1�++ (Available on ++I++IE� some models) '�+rir1++ �IkII k++l Typical HUS26 ++�++�+ Installation +r++I with Reduced ` •, Heel Height ,i (multiple member fastening �010,, ` by Designer) r "M Simpsoii Strong-Tie'Wood Construction Connectors E= LUS/MUS/HUS/HHUS/HGUS r t Face-Mount Joist Hangers (cont.) Min. Dimensions(in,) Fasteners Model �These products are available with additional corrosion No. He g Heel Ga. WTI, H g Carrying Carried protection For more information,see p.15, Member Member Single 2x Sizes d For stainless-steel fasteners,see p.21. LUS24 2% 18 I MS 3%6 1 V4 (4)0.148 x 3 (210.148 x 3 Many of these products are approved for installation LUS26 4;4 1%6 4V. 19. (4)0.148 x 3 (410.148 x 3 M with Strong-Drivel SD Connector screws. MUS26 4'Ye 18 1 Vi6 51,6 2 (6) 0.148x3 M 0148 x 3 See pp.335-337 for more information. HUS26 4 ti6 16 1% 5% 3 (14)0,162 x 3�i (6)0.162 x 3'h HGUS26 4Vi6 12 1% 5% 5 {20}0.162 x 31h (8)0.162 x 3'A LUS28 06 18 1�16 6% 1 Y4 (6)0.148 x 3 (4)0.148 x 3 MUS28 6% 18 19/i6 61,i6 2 (8)0148 x 3 (8)0.148 x 3 HUS26 6Fk 16 1% 7 3 (22)0.162 x 31b (8)0.162 x 31/z HGUS28 6% 12 1% 71/e 5 (36)0162 x 31h (12)0162 x 31/2 LUS210 4+/4 18 1�i6 714'ie 1]4 (8)0.148 x 3 (4) 0.148 x 3 HUS210 83'6 16 1% 9 3 (30)0.162 x 3'h 1 (10)0162 x 31k C HGUS210 8;,, 12 1% 91/I 5 (46)0.162 x 3'/k 1 (16)0.162 x 3'k V1.See table below for allowable loads. r!} fA DF Allowable Loads EFIIIr Allowable Loads SPF/HF Allowable Loads H Mode! Code Na. Uplift Floor Snow. Roof WinJUiplift Snaw Raof Wind Uplift Floor Snow Roof Wind Ref. (160) (100) (115) {125) (1640) ) (115) (125) (160} (160} (100} (115) (125) (160) Single 2x Sizes d W LUS24 435 670 765 820 1.045 435 725 825 890 1,120 360 495 565 605 770 © LUS26 1,165 865 990 1,070 1.355 1.165 935 1,070 1,150 1.475 865 635 725 785 1,000 IBC.FL, MUS26 930 1.295 1,480 1.560 -1,560 930 1,405 1,560 1,5G0 1,560 810 955 1,090 1,180 1,350 LA HUS26 1,320 2.735 3.095 3.235 3235 1,32.0 2.960 3.20.0 3,2.60 3.280 1,151) 2.350 2.660 2,780 1 2,780 HGUS26 875 4.340 4.850 5.170 5,390 875 4.690 5,220 5,390 5,390 180 3,225 3,610 3,810 3,985 IBC.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 2,255 1.320 1,875 2,135 2,255 2,255 1.150 1,270 1,455 1,575 11955 IBC,fL. LA HUS28 1.760 4.095 4.095 4.095 4.095 1.760 4,095 4.095 4.095 4,()95 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 5.830 2.220 4,685 4,965 5.015 5,015 LA z HGUS210 2,090 9.100 9.100 9,100 9100 2.090 9.100 9.100 9.100 9.1a?0 1.-45 6.340 1.;,7,10 6.730 6.73rS Ip�.fL Z 1.For dmensions and fastener information.see table abme.See table footnotes on P.195. O V ill s7 (.7 Z O HHUS/HGUS Z O See Hanger Options information on pp.98-99. HHUS -Sloped and/or Skewed Seat 0 • HHUS hangers Can be skewed to a maximum of 45"and;'or sloped to a maximum of 45' a • For skew only,maximum allowable download is:).85 of the table load o : N • For sloped only or sloped and skewed mangers,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 4i'S lb. �gcHte • The joist must be bevel-cut to allow for double shear na ng side HGUS -Skewed Seat • HGUS hangers can be skewed only to a maximum of 45`.Allowable loads are: t]° HGUS Seat Width Joist Down Load Uplift Specify angle W<2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W<2" Bevel cut 0.72 of table bad 0.46 of table load Skewed Right 2"<W<6" Bevel cut 0.85 of table load 0.41 of table load {foist must be bevel cut) 2"<W<6" Square cut 0.46 of table load 0.41 of table load All joist nails installed the outside angle(non-acute side). W>6" Bevel cut 0.85 of table load 0.41 of table load 164 UPDATED 12/01/20 Simpson Strong-Tie"Wood Construction Coonectors LUS/MUS/HUS/HHUS/HGUS r These products are available with For stainless Many of these products are approved for installation ■additional corrosion protection. ,ti steel fasteners. ®1 with Strong-Drives SD Connector screws. For more information,see p.15, see p.21. See pp.335-337 for more information, Min. Dimensions(in.) Fasteners(in.) DF/SP Allowable Loads SPF/HF Allowable Loads Model Heel Ga. Code Height W H g Carrying Carried Uplift Floor Snow oof Wind Uplift Floor Snow Roof Wind Ref. Member Member (i60) {100} (115) 1('125) (160) (160) (100) (115) (125) (160) Double 2x Sizes ■ LUS24-2 21h 18 3% 3''A 2 (4)0.162 x 3'h (2)0.162 x 3°h 410 800 905 980 1.245 355 690 1 780 845 11,0701 © LUS26.2 4s/6 18 3'/e 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 ■ HHUS26-2 451,6 14 3y6 5311 3 (14)0.162 x 3 h (6)0.162 x 31h 1.329 2.830 3.190 3.415 4.250 1,135 2,435 2,745 2.935 3,655 HGUS26-2 06 12 N6 5'/16 4 (20)0.162 x 3112 (8)0.162 x 31/2 2,155 4.340 4,850 5.170 5,575 1,855 3.730 4.170 4,445 4.795 © LUS28.2 43i6 18 31/e 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 6% 14 39i6 7'/4 3 122)0.162 x 3'h (8)0.162 x 31h 1,760 4,265 4,810 5.155 5.980 1.515 3.670 4.135 4,435 5,145 LA HGUS28-2 69A6 12 39i6 7346 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 Q LUS210-2 06 18 31/e 9 2 (8)0.162 x 3112 (6)0.162 x 31h 1.445 1.830 2,075 2.245 2.830 1,245 1.575 1,785 1.930 2,435 T ■ HHUS210-2 83'6 14 31Y,6 8'/e 3 130)0,162 x 3'h 1(10)0.162 x 316 3.,50 5,705 6.435 6.185 6.485 3.335 4.905 5.340 5.060 5,190 V HGUS210-2 89A6 12 33i6 9316 4 (46)0.162 x 31h (16)0.162 x 3'h 4.095 9.100 9,100 9.100 9.100 3,520 7.460 7,825 7,825 7.825 a) Triple 2x Sizes C O HGUS26-3 41346 12 41Y6 5'h tO.1 62 x 31/t (8)0,162 x 3h 2,155 4.340 4.850 5.170 5,575 1,855 3,730 4,170 4,445 4,795 IBC,FL.HGUS28-3 61346 12 413i6 7Y4 0.162 x 31h (12)0.162 x 3'h 3235 7,460 7.460 7,460 7.460 2,780 6.415 6,415 6,415 6,415 LA 3HHUS210.3 83'a 14 4 T ii6 B'h 0.162 x 31k (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 FLHGUS210-3 8'M6 12 4%6 91/4 0.162 x 31h (16)0.162 x 31h 4.095 9.100 9,100 9.100 9.100 3.520 7.825 7.825 7,825 7,825 'a HGUS212 3 1035 i2 413i6 i0340.762 x 3'h (20)0.162 x 3'h 5,695 9,045 9,045 9.045 9,045 4.900 7,780 7,780 7.780 7.780 EBC FL. .2 LA M HGUS214.3 12% 12 41346 12�h0.162 x 31h (22)0.162 x 3 h 5,695 10,125 10,125 10,125 10.125 4,900 1 8,190 1 8,190 8.190 18,190 1d 0uadruple 2x Sizes HGUS26-4 51h 12 63i6 5%e 4 (20)0.162 x 3'h 8)0.162 x 3'/s 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'/a 12 6V% 7316 4 (36)0.162 x 31h (12)0.162 x 3'6 3.235 7,460 7.460 7,460 7,460 2.780 6,415 6.415 6,415 6.415 LA HHUS210-4 Re 14 6'/s 8'/e 3 (30)0.162 x 3112 (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'/4 12 69/4 9Y% 4 (46)0.162 x 3'h (16)0.162 x 31h 4.095 9,100 9,100 9.100 9.100 3.520 7.825 7,825 7,825 7.825 HGUS212.4 10% 12 6%e, 10% 4 (56)0.162 x 3% (20)0.162 x 31h 5.695 9,045 9.045 9.045 9,045 4.900 7.780 7,780 7.780 T780 IBC FL. LA HGUS214-4 12% 12 6JAr 12% 4 (66)0.162 x 3'h (22)0.162 x 31h 5.695 10,125 10.125 10.125 10.125 4,900 8,710 8,710 8.710 8.710 4x Sizes LUS46 4% 18 3% 43'4 2 (4)0.162 x 31h (4)0.162 x 3 h 1.060 1,030 1,170 1,265 1,595 010 885 1,005 1,090 1.370 1 IBC.FL r $ HGUS46 4'h6 12 3% 4'/16 4 (20)0.162 x 3'h (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 ■ HHUS46 45/% 14 3% 53i6 3 (14)0.162 x 31h (6)0.162 x 3'h 1,320 2,830 3,190 3,415 4,250 1.135 2.435 2.745 2,935 3.655 LUS48 43's 18 39iis 63/4 2 (610.162 x 3'h (4)0.162 x 3'/2 1.060 1,315 1,490 1.610 2,030 910 1,130 1,280 1,385 1,745 IBC,FL. z HUS48 G".ie 14 3416 7 2 (6)0.162 x 31h (6)0.162 x 31h 1,320 1.580 1.790 1,930 2,415 1,135 1.360 1.540 1,660 2.075 LA HHUS48 6112 14 3% 71h 3 (22)0.162 x 31h (8)0.162 x 31/. 1:;iii) 4.265 4,810 5.155 5,980 1.515 3,670 4,135 4,435 5,145 HGUS48 06 12 3% 7'`is 4 (36)0.162 x 3'A (12)0.162 x 31h 3.235 7.460 7.460 7,460 7,460 2.780 6,415 6.415 6,415 6,4115 LUS410 61/4 18 334e 83'4 2 (8)0.162 x 31/z (6)0.162 x 31h 4,445 1,830 2,075 2.245 2,830 1,245 1.575 1,785 1,930 2.435 HHUS410 8% 14 3% 9 3 (30)0.162 x 3'h (10)0,162 x 31h 3,550 5.705 6,435 6.485 6,485 3,265 4.905 5.535 5.575 5,575 HGUS410 8'/16 12 3% 9Y6 4 (46)0.162 x 31h (16)0.162 x 3 Si 4.095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 IBC.FL, LA HGU5412 10,16 12 31/9 101A6 4 (56)0.162 x 31h (20)0.162 x 31h 5 695 9.045 9.045 9.r,45 9.045 4,900 7,780 7780 7.780 7.780 0 U HGUS414 11%6 1 12 1 3% 12%6 4 {66)0.162 x 31h (2210.162 x 3'h 5,695 10,125 10.125 10,125 10.i25 4.900 8.190 8.190 8.190 8.190 CU Double 4x Sizes HGUS7.37/10 8'/16 12 73i 183'ia J 4 J(46)0.162 x 3'h (16)0.162 x 31/r 3,430 19,095 19.095 19.095 19,095 12,950 1 7.820 1 7,820 7,820 1 7.820 HGUS7.37/12 10'/6 12 7311 110,1 4 1(56)0162 x 31h (20)0.162 x 31h 1 3,835 9,295 9,295 1 9,295 9,295 1 3.300 17,995 1 7,995 7,995 7,995 FL HGUS7.37114 11?F6 12 7%L12114,61 4 1(66)0.162 x 31h (22)0.162 x 31h 5,080 10,50010,500 10,500 10,500 4,370 19,030 19,03019,0301 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 tab€e 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 Sefector°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 Nvo-ply 2x carrying member minimum for nailed hangers,with 3x carryng members,use 0.162'x 21h'nails in the header and 0.162'x 3'h'in the joist,with no load reduction.With single 2x carrying members,use 0.148'x 1 h*nars 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. 195 UPDATED 12/01/20 Simpson Strong-Tie'Wood Construction Connectors HTU Face-Mount Truss Hanger The HTU face-mount truss hanger has nail patterns 11/4 designed specifically for shallow heel heights,so that full allowable loads(with minimum nailing)apply to heel heights as low as 3'/a'.Minimum and maximum ' nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are prov ded for gaps H ,J. between the end of the truss and the carrying member up to 1/2"max.to allow for greater construction ,1. �o o ; t tolerances(maximum gap for standard allowable loads ,�. ` k% is'/V per ASTM D1761 and D7147).See technical bulletin T-C-HANGERGAP at strongtie.com for 9' Typical HTU26 more information. �� Minimum Nailing Material: 16 gauge Installation 12 Finish:Galvanized HTU26 06 Installation: C • Use all specified fasteners;see General Notes Can be installed filling round holes only,or filling q o Uround and triangle holes for maximum values N • See alternate installation for applications u 01,h 3 using the HTU26 on a 2x4 carrying member or Min,heel H HTU28 or HTU210 on a 2x6 carrying member height oa I u� 'd for additional uplift capacity per table Options: r' �IN max gap between end of truss and carrying member d • HTU may be skewed up to 67 Y.See Hanger g Alternate Installation- Options on pp.98-99 for allowable loads. HTU Installation for HTU28 Installed on • See engineering letter L-C-HTUSD at strongtie.com Standard Allowable Loads 2x6 Carrying Member for installation with Strong-Driver SD fasteners. gor'h'rna)Omurn gap, (HI'U210 s+milar) use Alternate Allowable Loads.) Cotles:See p.12 for Code Reference Key Chart 3Many of these products are approved for installation wth Mrong.orn;e t ' SD Connector screws.See pp.325-W7 for more information Standard Aliowable Loads (1/8" Maximum Hanger Gap) U Min. Dimensions(in.J Fasteners(in.) DF/SP Allowable Loads SPF/HF Allowable Loads Model Code z No. Heel Carrying Carried Uplift Floor snow Roof Wind Uplift Floor snow Roof Wind Ref. Height W H B Member Member (160} (100) (115) (125) (160) (1601 (100) (115) (125) (160} o c� Single 2x sizes W HTU26 3V6 1% 5'/ra 3'h (20)0.162 x 3�i (11)0.148 x 11h 640 2.070 2,670 2,670 2,670 550 1.680 1,680 1,680 1.680 z HTU26(Min.) 3% 1% 51A6 3'h (20)0.162 x 31/2 (14)0.148 x 1 Vi 1,250 2,940 3,200 3,200 3,200 1,075 1,852 2,015 2015, 2,015 HTU28(Max.) 5Vi 1 his 57% 3'h (20)0.162 x 31h (20)0.148 x 11h 1,555 .2,940 3,320 3,580 4.010 1,335 2.530 2.855 3.080 3,450 IBC. z HTU28(Min.) 3'h 1% 7 y1a 31h (26)0.162 x 31h (14)0.148 x 1 Va 1,235 3,820 3.895 3,895 3,895 1,060 2,865 2,920 12.920 2,920 FL, a HTU28(Max.) 7/. 1% 7 Yie 31/2 (26)0.162 x 31h (26)0.148 x 1 Yz 2,02ii 39820 4.315 4.655 5.435 1,1;35 3,2$5 3,T 1(i 4,Oi}5 4,675 LA HTU210(Min.) 3'/1 1% 9f5s 3'h (32)0.162 x 31h (14)0.148 x 116 1 1.330 4.300 4,300 4,300 4,300 1,145 1225 3,225 3.225 _1225 0 HTU210(Max.) 9Vi 15A 19A,I 3'h 1 {32)0.162 x 3'h 1(32)0.148 x 1 rh 3.315 14,705 1 5.310 1 5,730 1 5,995 2,850 1 4.045 4,565 1 4.930 5,155 Double 2x Sizes ° HTU26-2(Min.) 37/8 3 yie 5'/+s 3'h (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 HTU26-2(Max.) 5'h 3#e 5% 3'h (20)0.162 x 31h (20)0.148 x 3 2,175 2,940 3,320 3.580 4,480 1,870 2,530 2.855 3,080 3.855 `� HTU28-2(Min.) 3'/s 3`T6 7%e 3 h (26)0.162 x 314 (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 IBC. HTU28-2(Max.) 7'ii 3�As 7%6 3 r5 (26)0.162 x 3'h (26)0.148 x 3 3.485 3.820 4,315 4,655 1 5 325 2.995 3.285 3,710 4.005 5.010 FL, LA HTU210-2(Min.) 3'A 3%6 9AG 3Vr (32)0.162 x 3� (14)0.148 x 3 1.755 4,705 4.815 4,815 4,815 1.510 3.530 3,610 3.610 3,610 HTU210-2(Max.) 9V, 3i1e 9Vrs 31h 1 (32)0.162 x 3Vi (32)0,148 x 3 4,110 4.705 5.310 5,730 1 6.515 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'/a'and%V.ise the Alternate Allowable Loads. t;.Truss chard cross-grain tension may lin't allowable oads 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. 1,Loads shown are based on a minimum two-ply 2x carrying member.For single 2x carrying members,use 0.148'x 11/2"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 B.Fasteners:Nail dimensions in the table are listed diameter by length.See pp.21-22 for fastener information. 196 Simpson . . Wood Constructfon Connectors HTUn t r Face-Mount Truss Hanger (cont.) MMany of these products are approved for installation rrith Strong-Drive° SD Connector screws.See pp.335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min. Fasteners(in.) DF/SP Allowable Loads SPF/HF Allowable Loads Heel Minimum I Cade Model No. Height Carrying Carrying Carried Uplift Floor Snow Roof Wind Uplift Floor Snow Roof Wind Ref. (in.) Member Member Member (160) (100) (115) (125) (160) (160) (100) (115) (125) (160) HTU26(Min.) 37/s (2)2x4 (10)0.162 x 3'h (14)0.148 x 1 Yz 647, 1.470 1,660 1.790 1.875 795 1,265 1,430 1,540 1.615 HTU26(Max.) 5'h {2)2x4 (10)0.162 x 3'h (20)0.148 x 1 h 1,?-0 1.470 1.660 1.700 2.220 1Ud5 1,265 1,430 1.540 1.910 IBC, FL. HTU28(Max.) 71/4 (2)2x6 (20)0,162 x 31/2 1(26)0.448 x 11h 1.920 21940 3.320 3,580 3,905 1 1.650 1 2,530 1 2.855 3.080 3,360 LA HTU210{Max.) 9'/. (2)2x6 (20)0.162 x 31h 1(32)0.148 x 1&1 2,860 2,940 3,320 3,580 1 3,905 2,475 1 2,530 2.855 13,080 1 3.360 1.See table below for dimensions and additional footnotes. p 2.Maximum hanger gap for the alternative installation is W. 46 3.Wind(160)is a download rating. G 4.Fasteners:Nail dimensions in the table are listed diameter by length.See pp.21 22 for fastener snformaiiorL O U Alternative Allowable Loads (1/2" Maximum Hanger Gap) Min. Dimensions(in.) Fasteners(in.) DF/SP Allowable Loads SPFIHF Allowable Loads 10 Model No. Heel Code „d, Height W H D Carrying Carried Uplift Floor Snow Roof Wind Uplift Floor Snow Roof Wind Ref, M Member Member (160j (100) (115) (125) (160) (160) (100) (115) (125) (160) d Single 2x Sizes HTU26 3'h 1% 5'16 31h (20)0.162 x 3'/a (11)0.148 x 1%z 635 2,395 2.395 2 395 2.395 545 1510 1 510 1.510 1,510 HTU26(Min.) 3'/s 1 Sh 5'1a 3'h (20)0.162 x 31h (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.) 51h 1% 5'16 3% (20)0.162 x 3'h (20)0.148 x 11h 1.215 2.940 3.320 3,580 3.630 1.045 1.850 2.090 2,285 2,285 IBC. HTU28(Min.) 31/s 15/e 7'16 3'h (26)0.162 x 3'h (14)0.148 x 11/2 1,110 3.770 3.770 3,770 3.770 955 2.825 2,825 2.825 2,825 FL. LA HTU28(Max,l 7'/. 1% 711+6 31h (26)0.162 x 31/s (26)0,148 x 1'/2 1,920 3,820 :.:i15 1.655 5,015 1,695 2.865 :!,235 3,490 3.765 HTU210'Min) 3'/s 1% 9Y+s 31h (32)0.162 x 31h (14)0.148 x 1 h 1,250 3,600 3,600 3.600 3.600 1,075 2.700 2.700 2,700 2,700 } HTU210;Max 9'/s 1$!s 9Ys6 3'fz (32)0.162 x 3 z (32)0.148 x 1'h 3.255 4,705 5,020 5,020 5 020 2.800 3.530 3,765 3,765 3,765 a Double 2x Sizes c�3 HTU26 2;Min.) 3'/e 356 5h6 31'z (20)0.162 x 3 (14)0.148 x 3 1,515 2.940 3.32C 3,500 3,500 1,305 2205 2205 2,205 2,205 w HTU26 2(Max.) 51h 3Na 59is 3 h (20)0.162 x 3 h (20)0.148 x 3 1,910 2,940 3.3ft. 3.500 3.500 1,645 2,205 2205 2.205 2.205 t HTU28 2;Min.) 3'/9 3-166 7 Yi6 3'/z (26J 0.162 x 3 1h (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,} 7VA 3Vis 7Yi6 31h (26)0.162 x 3'h (26)0.148 x 3 3,035 3,820 4.315 4.655 5,520 2,610 2.865 3. ?i 9.490 4 i4; LA HTU210-2(Min.) 3'/a 35/i6 9 Ys 3'h (32)0.162 x 31h (14)0,148 x 3 1,755 4,255 4.255 4,255 4.255 1,510 3,190 3,190 3,190 3.190 HTU210.2(Max.) 9114 Vie, 9 Ys 316 (32)0.162 x 3'h (32)0.148 x 3 3,855 4.705 1 5,310 5,7"a0 6.470 3.315 3.530 3.980 4,300 4,855 Q1.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. R3.Uplift loads 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 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. 7.Loads shrnvn are based on a minimum two-pty 2x carrying member.For single 2x carrying members,use 0.149-x 16 i 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. B.Fasteners:Nail dimensions in the table are listed diameter by length.See pp.21-22 for fastener information. 197 UPDATED 06/01/19 Simpson Strong-Tie"Wood Construction Connectors �OL � HTU Egg RZI Face-Mount Truss Hanger (cont.) Options:See Hanger Options information on pp,98-99, Skewed Seat • Skewable up to 67 h° • Available in single and two-ply size • No bevel cut required Allowable Loads for Skewed HTU Hangers Fasteners(in,) DFISP Allowable Loads SPF/HF Allowable Loads Model Skew Angle No. (Degree) Carrying Carried Uplift Download Uplift Download Member Member (160) (1 0011 1 511 25) (160) (10011151125) i <51 O HTU26 {20)0.162 x 31h (14)0.148 x 1'h 1,315 2,945 1,130 2.530 V 51-671h (20)0.162 x 3 h (12)0.148 x 11h 970 2.595 835 2,230 _ HTU28 <51 (26)0.162 x 3 h (20)0.148 x 1'h 2.015 3 060 1730 2.630 p 51.67 h (26)0.162 x 3 h (17)0.148 x 116 1,485 2.815 1280 2,420 N <51 (32)0.162 x 3 h (26)0.148 x 1 th 2.715 3,175 2,335 2,730 HTU210 7 51-67'h (32)0.162 x 3 h (22)0.148 x 1'h 2.005 3,040 1.725 2,615 H <51 (20)0.162 x 3'h (14)0.148 x 3 1,335 2-555 1.145 2,200 HTU26-2 51-671/2 (20)0]62 x 3'h (12)0.148 x 3 1,110 2.700 955 2,320 <51 (26J 0.162 x 31h (20)0A48 x 3 2.470 3 890 2.120 3.345 a HTU28-2 51-67'h (26)0.162 x 3'h (17)0.148 x 3 1,710 3.775 1.470 3,245 HTU210-2 T <51 (32)0.162 x 3'k (26)0.148 x 3 3,600 4 935 3.100 4.245 51-671h (32)0162 x 3 h (22)0.148 x 3 1 2,255 4.790 1.940 4,120 1.Uplift bads 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'/8'. 3.Fasteners:Nait dimensions in the table are listed diameter by length.See pp.21-22 for fastener information u z 'z flange o c� 'Acute flange side r Z o 0. `K Specify angle 0" Specify angle N 5V to 671/2° o N Top View HTU Hanger a S ° Top View HTU Hanger Skewed Right<51 m Skewed Right:,51' U U 198 Simpson •ng-Tiel Wood Construction • • 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 t works for rrght-and left-hand hips and can be - h ordered to fit a range of hip skews(up to 671h`) as well as various single and 2-ply hip/jack o i combinations.Also can be installed before e H or after the hip and jack. THJt126 is sized for the standard hip/jack combination with a 45'left-or right hand hip. The wide seat of THJU26-W accommodates a r r - 2-ply hip and 2-ply jack combination with a 45' � � m maximum hip skew,or a standard single ply hiprjack configuration with a maximum 671h° Ghip skew.Intermediate seat widths are available THJU26 Typical THJU26 Installation v for ether hip-jack or hip/hip combinations. C Material: 12 gauge V Finish:Galvanized —i— ram, y Installation: 1':-. typ. i Use all specified fasteners;see General Notes f work ng x �� typ. H point working Options: ° point r+ • THJU is available in intermediate seat widths 45° 45 between 51/a"(THJU26 width)and Sr/a' THJU26-W Top View THJU26 Top View (THJU26 W width)with no load reduction, Two-Ply Hip/Two-Ply Jack Installation Right-Hand Hip Installation • For double-hip installation,divide the total THJU Intermediate Width allowable load by 2 to determine the allowable load for each hip.Order as THJU26X and Options specify width;see table for reference. Carried Member Combination Hip Skew Width(W) • Allowable download and uplift for all 2-ply hip and single-ply jack 45' 63'e intermediate widths is 100%of the THJU26-W Single-ply hip and 2-ply lack 45° 63', table loads. Double(terminal)hip 45° 73'a Codes:See p.12 for Code Reference Key Chart 2-ply hip and 2-ply jack 45° Use THJU26-W 44°-461 Use THJU26 47`-49° 51/2 z i 50°-52° 531. _ z ° a Single-ply hip 53°-55 6 H u o and single-ply jack 56°-57° 635 Oex 58°-59° j 6% � W 60°-61° 7 0 620-63° 7-% THJU Top View Installation 64°-65° Use THJU26-IN z 0 Dimensions(in.) Fasteners(in,) DFlSP Allowable Loads SPFIHF Allowable Loads Min. Model Download Download Code a No. Carried Carrying Uplift Uplift Ref. Member W H B Hi Jack Member p ac (160) Floor Snow Roof Wind (160) Floor Snow Roof Wind N (100) (115) (125) (160) (100) (115) (125) (160) U U THJU26 2x4 51la 5:Y 3'h (1%0.148 x 3 (4)0,148 x 3 (4)0.148 x 3 780 1,915 1,915 1,915 1.915 670 1.645 1,645 1,645 1,645 2x6 or end.vert.r (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 1,125 1,935 2.020 2.020 2,020 18C THJU26-W 2x4 81A 538 31h (16)0.148 x 3 (4)0.148x3 (4)0.148 x 3 685 1.825 1,825 1,825 1.825 590 1,570 1,570 1.570 1,570 FL 2x6 ar end.vert? (16)0.148 x 3 (7)0.148 x 3 (710.148 x 3 1,240 1,965 1,965 1.965 1,965 1.065 1.690 1,690 1,690 1,690 1.Tabulated loads are the total allowable loads of the hip and jack members combined;655. 8Y4 of the total i�ad shall be distributed to the hip member,and the remaining percentage of the total,oad shall be distributed to the jack.The combined hip and pack load may not exceed the published total load. 2.Uplift loads have been increased for earthquake or wind loading with no further increase allowed.Reduce wtkre other loads govern. 3.For full-oad.the lack requires either a minimum 2x6 bottom chord or a minimum 2x4 end verticat the hip requires either a minimum 2x6 bottom chord or a minimum 2x6 end•lenical for hip skews up to ti0 For hip skews greater than 60'(THJ(J26.W om),a minimum 2x6 bottom chord or minimum 2x3 end vertical is required 4.With single 2x carrying members,use 0.148'x 11/2'nails and use 100-c of the table value. 5.For single 2x jacks.0.148'x 1 Ys'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 ANSIrTPI 1.2014,Simpson Strong-Tie'Connector Selector'software includes the evaluation of cross-grain tension in its hanger ailovrable loads.For additional information,contact Simpson Strong-Tie, 7.Fasteners:Nail dimensions in the table are listed diameter by length.See pp.21 22 for fastener information, M