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HomeMy WebLinkAboutTruss Drawing _ I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeke RE: M11392 - 71 Carlton ith 8 ext garage MITek USA, Inc. Site Information: 690'4 Parke East Blvd. Tam L 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroom ear orch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one,fo I the building. Name: License #: Address: , City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):i Design Code: FBC2014/TP12007 Design Program: MiTekl20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf i This package includes 15 individual, 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. Seal# Truss Name I Date 1 T12151408 1 A 9/29/17 I 12 I T12151409 J Al 1 9/29/17 1 13 1 T12151410 1 A2 1 9/29/17 1 14 1 T12151411 1 A3 1 9/29/17 15 1 T12151412 1 A4 1 9/29/17 16 1 T12151413 1 A5 1 9/29/17 17 1 T12151414 1 ATA 1 9/29/17 ;I 18 1 T12151415 1 B 1 9/29/17 1 19 1 T12151416 1 BHA 1 9/29/17 1 110 1 T12151417 1 GRA 1 9/29/17 1 Ill I T12151418 I J1 1 9/29/171 112 I T12151419 I J3 1 9/29/17 1 113 I T12151420 I J5 1 9/29/17 114 I T12151421 I J7 1 9/29/17 115 1 T12151422 1 KJ7 1 9/29/17 I The truss drawing(s)referenced above have been prepared b I '°° �l' MiTek USA,Inc. under my direct supervision based on the parameters ;o` , PS Ge provided by Chambers Truss. �.`�,� .•�,� • •NSF•'Q�'i�,� Truss Design Engineer's Name: Albani, Thomas •• 380 " My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the ••• ATE OF :��/� designs comply with ANSI/TPI 1. These designs are based upon parameters >�p.(�••• p,,�_�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were O R 1 Q.•• given to MiTek. Any project specific information included is for MiTek's customers ��i SS'}••...• •, \4% .file reference purpose only,and was not taken into account in the preparation of 1 �i��"j0NA`�, %%% these designs. MiTek has not independently verified the applicability of the design •"fir parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs 1 MITek USA,Inc.FL cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of 1 I i Job Truss Truss Type aty Ply 71 Carhon ith 8 ext garage T12151408 M11392 A HIP 1 1 i I Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTekl Industries,Inc. Fri sap 29 09:54:47 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX--gMn24rwiIJ2MXl icnckyfu_rxnliZOdPRb6h4lyYptM i 6 0 9-" 14-11-0 20-2-13 26-0-0 �' 28.1-2 1 35-0-0 1-0-0 Q 1 -0 6-120 1414 22r t 2 — 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 Scale-1:61.9 i i I i 4x8— 2x3 I 3x6= 2x3 II 4x8 12 = 2x3 4.00 2x3\\ 4 24 5 6 7 25 8 9 3 N 10 CO N 1 2 11 I�`a 17 16 15 14 13 1P I o 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6=. 34= I I I i 9-0-0 r 14-11-0 i 20-2-13 i 26-M; i 35-0-0 9-0-0 5-11_0 5-3-13 5-9-3 1 :I 9-0-0 Plate Offsets(XY)-- f2:0-2-8 Edgej (4:0-5-4 0-2-0) 18:0-5-4 0-2-Oj (10:0-1-6,Edgel I it LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 1416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:152lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-63l(LC 8),15=-333(LC 8),10=-685(LC 8) Max Grav2=1015(LC 1),15=596(LC 17),10=1114(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2097/1237,3-4=-1856/1112,4-24=-2176/1325,5-24=-2176/1325,5-6=-2176/1325, 6-7=-2176/1325,7-25=-2176/1325,8-25=-2176/1325,8-9=-2172/1285,9-10=-2353/1375 BOT CHORD 2-17=1062/1941,16-17=-865/1738,15-16=-865/1738,14-15=-1124/2176, 13-14=-1046/2067,12-13=-1046/2067,10-12=-1188/2175 WEBS 3-17=-302/283,4-17=-1 12/324,4-15—292/681,5-15=498/392,8-12=-142/358 NOTES- 1)Unbalanced roof live loads have been considered for this design. i 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.I; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. + 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100!b uplift atjoint(s)except Qt=lb)2=631 15=333,10=685. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;1 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.MOM-BEFORE USE Design valid for use only with MITek8 connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this deign Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Fu-ssType City Ply 71 Carbon hh 8 ex,garage T12151409 Al ECIAL 1 1 � J b Reference o tiorial Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek'Industries,Inc. Fri Sep 29 09:54A8 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBcelLsZgFrFclyYptL 1-0 8.6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 I 35-0-0 6-0-0 -0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 Scale=1:62.9 5x6= 2x3 I 5xl= 3x4= 4.00 12 2x3\\ 4 20 5 6 21 7 2x3 3 Fig 8 1 T Cl) IO) N1 2 �11 9 10 Nlr; 6 7x81%4T18HS= I o 13 12 3x8= 3x5= 5x8 MT18HS= 3x12= 2.00 12 10-0-0 14-9-0 24-8-8 35-0-0 r 10-0-0 4-9-0 9-9-8 1 10-5-8 Plate Offsets(X,Y)-- f2:0-0-2,Edgel,f9:0-1-15,Edgel 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 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:155lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied 1or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Horz 2=-11 7(LC 6) Max Uplift2=-834(LC 8),9=-815(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2989/1742,3-4=-2796/1682,4-20=-2916/1774,5-20=-2916/1774,5-6=-2916/1774, 6-21=4530/2576,7-21=-4530/2576,7-8=-5193/2889,8-9=-5612/3215 BOT CHORD 2-13=-1521/2769,12-13=-1301/2515,11-12=-2065/3799,9-11=2968/5344 WEBS 3-13=-317/323,4-13=-238/414,4-12=330/649,5-12=262/236,6-12=-1031/619. 6-11=-332/886,7-11—763/1479,8-11=-395/407 NOTES- ' 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70fh L=35ft;eave=5ft;Cat.I; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 9=815. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MII--7473 rev.1010=015 BEFORE USE. Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall I � building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 71 Carlton Bh 11 ex1 garage T12151410 M11392 A2 SPECIAL 1 1 - Job Reference o tiorial Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek'lndustries,Inc. Fri Sep 29 09:54A8 2017 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WZKBb?IKkZgFrFclyYptL 1-0 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0 -0-0 8-6-0 4-6-0 1-9-0 7-3-0 5.4-7 7-7-9 1-0-0 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 2x3\\ 2x3 I 3 7 n a 1 n1 2 8 9 n jj 7x8 MT18HS= Icy 6 3x4= o 13 12 3x4= 5x8= 3x12= 4x5= 2.00 12 I 10-M 14-9-0 22-0-0 , 24-6-8 _ 35-0-0 10-M 4-9-0 7-3-0 2-6-8 I 'I 10-5-8 Plate Offsets(X,Y)-- f2:0-2-14 Edqel (8:0-1-15,Edge1 .I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I%deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0-0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/TPt2007 (Matrix-M) Weight:160lb FT=20% LUMBER- BRACING- 'I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,8=1332/0-8-0 Max Horz 2=136(LC 7) Max Uplift2=-834(LC 8),8=816(LC 8) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3004/1748,3-4=2812/1694,4-20=-2493/1570,5-20=-2493/1570,5-21=-3293/1951, 6-21=-3293/1951,6-7=-5114/2850,7-8=-5625/3250 BOT CHORD 2-13=-1527/2783,12-13=-1183/2322,11-12=-1314/2540,10-11=-1708/3355, 8-10=-3001/5355 WEBS 3-13=-346/350,4-13=-308/539,4-12=-296/568,5-12=-767/515,5-11=-418/924, 6-11=-392/253,6-1 0=-1 159/2216,7-10—495/499 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;B=70fh L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss,has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer shl uld verify capacitil of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysts and design of this truss- I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev-10103,2016 BEFORE USE, Design valid for use only wllh MITekO connectors.This design is based only upon parameters shown,and Is for an Individual buildinglcomponent,not �®® a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erec Ron and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i I rJob Truss Truss Type Qty Ply 71'Cartion ith B ext garage T72151411 1392 A3 7��SPECIAL 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek�lindusInes,Inc. Fri Sep 29 09:54:50 2017 Pagel I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEQx0V RBSkHfH W cL1?HcmG9r8ZKMhdyYptJ 1-0- 8-6-0 15-0-0 20.0-0 24-6-8 �' 27-4-7 I 35-0-0 6-0- -0- 8-6-0 6-6-0 5-0-0 4-6-8 2-9-15 7-7-9 -0-0 Scale:3116"--1' 4.00 12 5x6= 4x4= 5 6 3x4 E 4x6 3x6% 7 5x6 4 8 � g n m N m 11 9 r � 2 _ 10I�i� 12 x8MT18HS— m r� 7 , 6 14 13 3x10= o 3x6= 2x3 11 5x6= 3xl2= _ 2.00 12 l 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 6-6-0 6-3-0 5-3-0 4-" 10-5-8 Plate Offsets(X,Y)-- f2'0-0-14 Edgel (8:0-3-0 0-3-01 f9'0-1-15 Edge) II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I%dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >1586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.1811-20 >357 180 MT16HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a rita BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) i Weight:160Ib FIF=20 LUMBER- BRACING- I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row atlmidpt 7112 REACTIONS. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Horz 2=155(LC 7) Max Uplift2=834(LC 8),9=816(LC 8) ! FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3052/1733,3-4=-2934/1743,4-5=-2349/1415,5-6=-2610/1602,6-7=-2757/1637, 7-8=-5200/2923,8-9=-5590/3202 BOT CHORD 2-14=-1525/2830.13-14=1525/2830,12-13=-1091/2205,11-12=-2608/4988, 9-11=-2954/531 9 WEBS 4-14=0/283,4-13=-746/496,5-12=-282/657,6-12=-285/598,7-12=2676/1489, 7-11=956/1895,8-11=-377/352 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=15ft;B=70ft L=35ft;eave=511;Cat.I; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer sh uld verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=834, 9=816. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 1 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building,component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall • building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary' and permanent bracing iViiTek* is din always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarg the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. I Tampa,FL 33610 Job Truss Truss Type FJPly 71 Carhon ith 8 ext garage iT12151412 M11392 A4 SPECIAL 1 - Job Reference(option 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:51 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8WoPcvVfi?MD4vD3yYptl 1-0- 8-6-0 14-9-0 17-0-0 8-0-0 24-6-8 I' 27-4-7 I� 35-0-0 6-0- -0-0 8-6-0 6-3-0 2-3-0 -0 6-6-8 2-9-15 7-7-9 -0-6 I Scale:3/16'=l' I I 4.00 12 5x6= 4x6= 2x3 6 7 5 4x6 J 3x6% 4x6 C 3x4� g 4 9 2x3 3 10f Jr II 13 Im �1 2 11 12Ir2 14 7x8 IMTI8HS= of ljjl d o 16 15 4x8= 2x3 II 5x8= 3x12— 3x6= 2.00 12 i I 8-6-0 14-9-0 8-6-0 2-6-8 35-0-0 6_" 10-6-3-0 3-0-0 8 _1 Plate Offsets(X,Y)-- f2:0-0-10 Edgel f9:0-3-0 Edgel f11:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) 0.78 13 >1542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >I333 180 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:172lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied, 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Plow at fnidpt 8,p4 REACTIONS. (lb/size) 2=1365/0-8-0,11=1333/0-8-0 Max Horz2—175(LC 6) Max Uplift2=834(LC 8),11=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3042/1732,3-4=-2359/1412,4-5=-2303/1426,5-6=-2334/1509,6-7=-2154/1376, 7-8=-2314/1391,8-9=5195/2958,9-10=5237/2955,10-11=-5582/3192 BOT CHORD 2-16=-1 513/2819,15-16=-1513/2819,14-15=-991/2102,13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288,3-15=-724/464,5-15=-272/266,7-14=-136/409,6-14=-292/605, 6-15=-293/403,8-14=-3088/1750,8-13=-937/1901,10-13=-330/293 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1511;B=70ft;L=3 ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. I 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capactly of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 11=815. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building(component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall balding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent brdcing MiTek• Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandrla VA 22314. I Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T12151413 M11392 A5 SPECIAL 16 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mirek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?Jaz7Z_r6rgfdobZa9J7Mxhd4oyXEBQ8btpSlWyYptH 1-0- 8-0-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 6-0- -0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 Scale=1:61.8 4.00 F12 5x8 II 1 2x3 16 5 2x3 11 3x6% 4x6 zzz 3x4 4 7 8 2x3 I 12 Ii°' N1 2 + 10 11 Nlr` j 22 7x10MT18HS= IC6 0 21 0 14 13 3x6= 2x3 5x10= 3x12= 2.00 12 I i i 8-6-0 14-9-0 24-" 35-0-0 8-0-0 6-3-0 9-9-8 10-5-8 Plate Offsets(X,Y)-- f2:0-0-14,Edgel,f8:0-3-0,Edgel,(10:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 A40 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:159lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied)or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Flowatlmfdpt 6=12 WEBS 2x4 SP No.3*Except* 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0,10=1333/0-8-0 ,I Max Horz2=179(LC 7) Max Uplift2=-834(LC 8),10=815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3035/1734,3-4=-2371/1407,4-5=-2314/1421,5-6=-2329/1492,6-7=-5329/3094, 7-8=-5231/2969,8-9=-5273/2968,9-10=-5598/3190 BOT CHORD 2-14=-1515/2812,13-14=-1515/2812,13-21=-997/2050,21-22=-993/2058, 12-22=-989/2072,10-12=2942/5328 WEBS 3-14=0/256,3-13=704/472,6-13=-235/512,6-12=-1924/3461,7-12=-327/336, 9-12=308/278 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft eave=5ft;Cat.III; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Ail plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 to l by 2-0-0 wide will i fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 10=815. 1 '1 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.I I' i I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MI1.7473 rev.1010312015 BEFORE USE- Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual Iwildinglcomponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSWI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Nexandila.VA 22314. Tampa,FL 33610 I I ii Job Truss Truss Type Oty Ply 7 carhop hh 8 exf garage T12151414 M11392 ATA COMMON 5 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:53 2017 Page 1 1 D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-TV8KKv?TtgoW FyAm7tgMu9DvDCO DzgclgXZOlyyYptG r1-0-q 8-4-0 1-0-0 7-6-0 22-1-0 1 26-8-0 35-0-0 6-0- 8-4-0 4-7-0 -7 - -0 -00 14) I Scale=1:60.8 I 4.00 FIT 4x4= 6 2x3 II 24 25 2x3 III 3x6% 5 7 3x6 J 3x4 q g 3x4� n 3 9 1N1 2 1011 " 17 16 15 26 27 14 131 12 I o 4x5= 2x3 II 4x6= 3x8= 2x3 I 4x5= 3x8= 4x6= r 8-4-0 12-11-0 22-1-0 2"-0 I 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 I LOADING(psf) SPACING- 2-070 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 �'550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:1661b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing:14-15. REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-775(LC 8),10_775(LC 8) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3164/1575,3-4=-2677/1331,4-5=-2606/1342,5-24=2680/1409,6-24=-2629/1432, 6-25=-2629/1432,7-25=-2680/1409,7-8=-2606/1342,8-9=2677/1331,9-10=3164/1575 BOT CHORD 2-17=1366/2936,16-17=-1366/2936,15-16=-1366/2936,15-26_745/1961, 26-27=-745/1961,14-27=-745/1961,13-14=-1366/2936,12-13=-1366/2936, 10-12=-1366/2936 WEBS 6-14=-459/928,7-14=-264/197,9-14=-531/397,6-15=-459/928,5-15=-264/197, 3-15=-531/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. j 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.Olb AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=lb)2=77 , 10=775. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. II i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev 1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312-Alexandrla.VA 22314. ; Tampa,FL 33610 i Job Truss Truss Type Qty Ply 71 Carhon dh a ext garage M11392 B COMMON 2 1 T12151415 Job Reference o tiorial Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek.Industries,Inc. Fri Sep 29 09:54:54 2017 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF rt-0-Q 8-3-5 14-0-0 171-0 21-01 26-8-11 35-0-0 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 Sib-11 1 8-3-5 1-0-0 Scale=1:60.8 4.00 12 3x6= 6 i 2x3 II 2x3 11 5 7 3x6% 3x6 C 3x4 4 8 3x4 � 3 9 I N 1 2 1 10 11 N d 10 17 16 15 14 73i 12 3x4= 2x3 11 3x6= 3x4= 3x4= 3x6 2x3 3x4= 8-3-5 14-" 21-0-0 26-8-11 35-0-0 _ 8-3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- f6:0-3-0 Edgel II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=385(LC 8),15=-440(LC 8),14=-440(LC 8),10=-385(LC 8) I Max Grav All reactions 250 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),�0=625(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-854/407,9-10=-854/407 BOT CHORD 2-17=-262/771,16-17=-262/771,15-16=-262/771,13-14=-262/751,12-13=-262/751, 10-12=-262l751 WEBS 3-17=0/269,3-15=-708/485,5-15=-291/268,7-14=-291/268,9-14=708/485,9-12=0/269 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=351t;eave=na;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed,for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, fit between the bottom chord and any other members,with BCDL=10.Opsf. 1 11 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at Joint 2,440 Ib uplift at joint 115 ,440 lb uplift at joint 14 and 385 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I l II I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE- Design valid for use only wllh MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulldinglcomponenf not a truss system.Before use,The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Add lional temporay and permanent bracing ��'�'�k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regartling the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Dry Ply 71i Carhon th B ext garage it T12151416 M11392 BHA BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ekl Industries,Inc. Fri Sep 29 09:54:55 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGK8Fitq_aJCbO4rRYxaHg27MryYptE 15-6-0 21-6-0 r1-aQ 7-0-0 9-6-0 11-6-0 13-6-0 14-0,0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 ��ii 35-0-0 36-0-Q i-0-0 7-0-o 2-6-0 2-0-02-0-0 6- 1-6-0 2-0-0 2-o-0 7-6-0 a6- 2-a0 2-a0 2-s-0 ' 7-ao Scale:3/16-1' i TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURUNS AS SPECIFIED. 12 57 15 58 17 i 56 59 3x6% 55 9 20 3x6 548 60 22 5x12%53 4 6 x6= x4 2461 5x12 26 'I 3 11 16 9 1 231 63 14 52 ,n 2 28 29 a r31 I� 35 42 43 34 44 45 46 47 48 33 32 49 31 50 51 �30 3x6= 6x8= 6x8= 3x6 3x4= 3x4= 7-0-0 14-0-0 21-0-0 28-M 35-0-0 7-0-0 7-0-0 7-:0 1 7-0-0 'I 7-0-0 Plate Offsets(X,Y)-- f32:0-3-8,0-3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I%deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:208lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3=i33,27-32 JOINTS 1 Brace at Jt(s):11,19,16,7,23 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=579(LC 8),33=-1255(LC 8),32=-1005(LC 8),28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=1510(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-52=-1607/1042,3-52=-1441/984,3-53=-108/258,27-63=-906/619,28-63=-1056/658, 3-5=-439/531,5-7=-433/524,7-10=-433/524,10-11=-433/524,11-13=-433/524, 13-14-433/524,14-16=-433/524,16-18=-433/524,18-19_433/524,19-21=-378/423, 21-23=-378/423,23-25=378/423,25-27=-383/429 BOT CHORD 2-35=-880/1473,35-42=-855/1390,42-43=-855/1390,34-43=-855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=-386/402,45-46=-386/402,46-47=386/402,47-48=386/402, 32-48=386/402,32-49-525/923,31-49=525/923,31-50=-525/923,50-51=-525/923, 30-51=-525/923,28-30-514/952 WEBS 3-35-168/626,27-30=0/430,3-33=-1994/1462,11-33=-815/786,19-32=-777/748, 27-32=1400/992,9-10=465/455,20-21=-464/455 NOTES- 1 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft B=70ft;L=35ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 579 lb uplift at joint 2,1255 lb uplift at joint 33,1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.) 9)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. I Continued on paqe 2 l i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component.not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this de tgn into the overall r bolding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component i 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 i Job Truss Truss Type City Ply 71 Carfton fth s ext garage i T12151415 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M1ek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 2 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-PuG41a0j Pm2DUGKBFltq_aJCb04rRYxaHg27MryYptE NOTES- I 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down antl 381 Ib up at 7-0-0,158 lb down and 206 lb up at 9-0-12, 158 Ib down and 206 lb up at 11-0-12,158 lb down and 206 lb up at 13-0-12,158 lb down and 206 lb up at 15-0-12,158 lb down and 206 lb up at 17-0-12,158 lb down and 206 Ib up at 17-11-4,158 lb down and 206 lb up at 19-11-4,158 lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23�11-4,and 158 Ib down and 206 Ib up at 25-11-4,and 158 Ib down and 206 Ib up at 27-11-4 on top chord,and 3731b down and 236 lb up at 7-0-0,69 Ib down at 9-0-12,69 It)down at 11-0-12,69 lb down at 13-0-12, 69 Ib down at 15-0-12,69 lb down at 17-0-12,69 lb down at 17-11-4,69 lb down at 19-11-4,69 lb down at 21-1114,69 lb down at 23-11-4,and 69 lb down at 25-11-4,and 69 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:36-39=20,1-3=-54,3-15=-54,15-27=54,27-29=54 Concentrated Loads(lb) Vert:35—373(F)30=-23(F)42=23(F)43=-23(F)44=-23(F)45=-23(F)46=-23(F)47=-23(F)48=23(F)49=-23(F)50=23(F)51 -23(F)52=-169(F)53—118(F) 54=-118(F)55=118(F)56=-118(F)57=-11B(F)58=-118(F)59=-118(F)60=-118(F)61=-118(F)62=118(F)63=-118(F) I I i I i I, I I A i I i i I ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312016 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual twlldlng(component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �-�•YY buildng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 6Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i I i Jab Truss Truss Type JQty Ply �71 Carhon ilh 8 ext garage j T12151417 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 M7ek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 1 D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwt LA4A46QuLp?03 W nrHfQO_AvEkW UnguHyYptD 1-0 q 7 0 0 14.11-0 21-5-2 128-0-0 I� 35-0-0 16-0-0 1-0-0 7-0-0 7-11-0 6-6-2 I16-6-14 7-0-0 1-0-0 Scale=1:61.8 1 II 4.00 12 5x8 2x3 I 3x6= 3x6= 4x8— 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 t2 1 2 8 9 IC a o 15 33 34 14 35 13 36 37 38 1239 11 0 41 10 — o 6x10=3x4= 2x3 11. 3x6= 3x4=4x6 7 I 3x5= i I i A 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 II 7-0-0 Plate Offsets(X,Y)-- f3.0-5-4 0-2-81 f7:G-5-4 0-2-01 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(TL) 0.11 8 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applie or 5-11-6 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3i 13,6-13 4-13:2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8),13=-1909(LC 8),8=-799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1 4671855,3-22=747/1318,22-23=-747/1318,23-24=-747/1318,24-25=-747/1318, 4-25=-747/1318,4-26=747/1318,26-27=-747/1318,5-27=-747/1318,5-28=-747/1318, 28-29=747/1318,6-29=-747/1318,6-30=-1920/1225,30-31=1920/1225, j 31-32=-1920/1225,7-32=1920/1225,7-8=-2869/1716 BOT CHORD 2-15=723/1342,15-33=-732/1382,33-34=732/1382,14-34=732/1382,14-35=-732/1382, 13-35=-732/1382,13-36=-1107/1920,36-37=1107/1920,37-38=-1107/1920, I 12-38=-1107/1920,12-39=-1524/2706,11-39=-1524/2706,11-40=-1524/2706, 40-41=-1 524/2706,10-41=-1 524/2706,8-10—1513/2668 WEBS 3-15=155/711,3-13=-2806/1663,4-13=848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-10_177/660 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu1t=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=701t;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint B. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. f Continued on page 2 ®WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use orgy with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual twildin�component,not a truss system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 it Jab Truss Truss Type Qty Ply 7t Carlton th B ext garage M71392 GRA HIP 1 i Job Reference o tiona T12151417 l Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 2 ID:_kfrGCA6bx7j2SylHD)Fw7ye3KX-t4pSzw1I O LA4A46QuLp?03WnrHfQ _AvEkWUnguHyYptD NOTES- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)203 Ib down and 329 Ib up at 7-0-0,90 Ib down and 155 Ib up at 9-0-12,90 ib down and 155 Ib up at 11-0-12,90 Ib down and 155 Ib up at 13-0-12,90 lb down and 155 lb up at 15-0-12,90 Ibldown and 155 Ib up at 17-0-12,901b down and 155 Ib up at 17-11-4,90 Ib down and 155 Ib up at 19-11-4,90 Ib down and 155 Ib up at 21-11-4,90 lb down and 155 lb up at 23-11-4,and 90 Ib down and 155 Ib up at 25-11-4,and 203 Ib down and 329 1b up at 28-0-0 on top chord,and 452 lb down and 263 lb up at 7-0-0,63 Ib down and 3 Ib up at 9-0-h 2,63 lb down and 3 lb up at 11-0-12,63 Itodown and 3 lb up at 13-0-12,63 lb down and 3 Itoup at 15-0-12,63 lb down and 3 lb up at 17-0-12,63 lb down and 3 lb up at 17-11-4,63 lb down and 3 lb up at 19-11-4,63 lb down and 3 Ib up at 21-11-4,63 lb down and 3 lb up at 23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-7=-54,7-9=-54,16-19=-20 Concentrated Loads(lb) II Vert:3=-147(B)7=-147(B)15=-452(B)13=-40(B)4=-90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=II90(B)27=-90(B)21 -90(B)30=90(B)31=90(B)32=-90(B) 33=-40(B)34=-40(B)35=-40(B)36=-40(B)37=-40(B)38=-40(B)39=-40(B)40=-40(B)41=-40(B) I I i i I i I I I I I I i i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual bolding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. ( j Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carhon ith 8 ext garage T12151418 M11392 J1 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.64Q s Aug 16 2017 MTi ek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl l A4A46QuLp?03WnrUbQYHA8vkW UnguHyYptD -1-0-0 I 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 i 3x4= 10-0 1-0-0 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied,or 10-0-0 oc bracing. REACTIONS. (fb/s€ze) 3=10/Mechancca€,2=1 1 310-8-0,4=4/Mechan€ca€ 1 Max Harz 2=48(LC 8) Max Uplift3=-5(LC 5),2=-127(LC 8),4—2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vu1t=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=351h eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127Ib uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ' I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this de�gn Into the overall I WIding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. ' Tampa,FL Safety I I Job Truss Truss Type Oty Ply 71Carllon th B ext gang T12151419 M11392 J3 MONO TRUSS 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek,lndustries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-M H NgAG2zxN IxkZTXMivl3?OfKpslvb9tl8XDRjyYptC -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 4.00 FIT I 2 i I it 1 � I J it 4 3x4= I I 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >I999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(lL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) i Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3=-53(LC 8),2=-149(LC 8),4=-3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4=44(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- i 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=70ft L=351h eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 j 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willi fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I� 'I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1 010 32 0 1 5 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate IhIs deign Info the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. ' Tampa,FL 33610 I Job Truss Truss Type Oty ' Ply 71 Carlton ith 8 ext garage �! T12151420 M11392 J5 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi reklindustries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9tIBXDRjyYptC -1-0-0 5-0-0 7-0-0 5-0-0 Scale=1:12.9 3 I 4.00 12 I I 2 1 qq 4 3x4= i 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- 1� TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied)or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3=-96(LC 8),2=-194(LC 8) Max Grav3=100(LC 1),2=274(LC 1),4=75(LC 3) ! FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=151t;B=70ft L=35fh eave=6ft;,Cat.Ij; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I it i II I I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev.10/03/2075.BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall I building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of misses and truss systems,seeANSI/TPI 16uallty Criteria,DSB-89 and BCSI Bull Ing Component I 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. I Tampa,FL 33610 Job russ Truss Type Qty Ply=Reference garag T12151421 M11392 J7 MONO TRUSS 24 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTekllndustries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9t)BXDRjyYptC -1-0-0 7-0-0 1-0-0 7-0-0 Scale=1:16.5 3 I I i 4.00 FIT i I 2 it4 3x4= r 7-0-0 7-0-0 ,LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 '520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:23 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical,2=365/0-8-0,4=60/Mechanical Max Horz2=161(LC 8) Max Uplift3=-140(LC 8),2=-240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70f;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=o.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140lb uplift at joint 3 aid 240 lb uplift at i joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i l! I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buiding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 V. Job Truss Truss Type Qty Ply �71 Carlton ith 8 ext garage M11392 KJ7 MONO TRUSS 4 i ( Chambers Truss, Fort Pierce,FL 7.64D s Aug 16 2017 M7e!{Industries,Inc. Fri Sep 29 09:54:58 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ul zoGnz9yYptB -1-5-0 6-8-12 _� 9-10-1 1-51 6-8-12 j 3-1-5 Scale=1:21.1 I2.83 <-- 12 2 1 'I 6 7 2x3 I I 5 3x4= 3x4= I 6-8-12 I 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I(defl Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:38lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 = REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz2=192(LC 8) i Max Uplift4=-133(LC 8),2=266(LC 8),5=232(LC 8) Max Grav4=161(LC 13),2=392(LC 1),5=442(LC 13) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=789/349 BOT CHORD 2-7=-469/746,6-7=-469l746 WEBS 3-7=0/285,3-6=-860/541 NOTES- I 1)Wind:ASCE 7-10;Vult=165rriph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=351t;eave=6ft;Cat.lI; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 I Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-133(F=-39,B=39),8=0(F=10,B=10)-to-5—49(F=-15,B=-15) I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown.and Is for an Individual building component,not 1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street-Suite 312.Alexandria,VA 22314. li Tampa,FL 33610 i Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14_ 3 Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,Is always required. See BCSI. c1-2 cgs 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0ECT11 WEBS q3 4 may require bracing,or alternative Tor I c 0 bracing should be considered. O pp 3. Never exceed the design loading shown and never _ _ c Ustack materials on Inadequately braced trusses. Oa 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate c�2 csb - designer,erection supervisor,property owner and plates 0-110 from outside BOTTOM CHORDS all other interested parties, edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. --— -- - — -- — - - — — - --- --— -- _ _ _ _ _ 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joinfand-emtied-fully.Knots and wane-ot joint — — — — — - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in Ml'ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12,Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise, Min size shown is for crushing only. H 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015