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HomeMy WebLinkAboutEngineering, Mitek ® Lumber design values are in accVnce with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko �e � q RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam a�FL 33 0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor><'i Hear 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,for the building. Name: License #: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Nam_ a IDate 1 T12151408 1 A 19/29/17 1 12 1 T12151409 1 Al 1 9/29/17 13 1 T12151410 1 A2 1 9/29/17 14 T1 2151411 1 A3 1 9/29/17 15 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 18 1 T12151415 1 B 1 9/29/17 19 1 T12151416 1 BHA 1 9/29/17 110 1 T1 2151417 1 GRA 1 9/29117 Ill I T12151418 I J1 1 9/29/17 112 T12151419 1 J3 1 9/29/17 113 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 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Chambers Truss. ��.,` • E•1Vlo Truss Design Engineer's Name: Albani, Thomas = o 3 380 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 S 'ATE O F � 9 Z. .designs comply with ANSI/TPI 1. These designs are based upon parameters . p •• _�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��,� s• O R �• o� given to MiTek. Any project specific information included is for MiTek's customers �,� S'/ "• �� file reference purpose only,and was not taken into account in the preparation of i�� 10 N A;'�`��` these designs. MiTek has not independently verified the applicability of the design 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 incorpg1 tte-,thhes ® Mrrek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. �9 6904 Parke East Blvd.Tampa FL 33610 py Date: September 29,2017 Albani, Thomas 1 of 1 Job Truss Truss Type �Qty Ply 1 Carlton th 8 ext garage - T72151408 M11392 A HIP 1 OJ,'b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:47 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eMn24rwi1J2MX1 icnckyfu_rxnliZOdPRb6h4lyYptM r1-0-Q 6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 , 35-0-0 36-0-Q 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0 Scale=1:61.9 4x8= 2x3 3x6= 2x3 11 4x8= 4.00 12 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 m 0 1 2 10 tt N m Wi 0 0 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6= 3x6= i 9-0-0 i 14-11-0 i 20-2-13 26-0-0 35-0-0 9-0-0 5-11-0 53-13 5-9-3 9-0-0 Plate Offsets(X,Y)-- (2:0-2-8,Edgel,f4:0-5-4,0-2-01,f8:0-5-4,0-2-0),(10:0-1-6,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12714 >262 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:1521b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz 2=97(LC 7) Max Uplift2=-631(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—302/283,4-1 7=-1 1 213 24,4-15=-292/681,5-15=498/392,8-12=-142/358 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=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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 j 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 i Job Truss Truss Type Qty PlyCarlton hh 8 exi garage T12151409 M11392 Al PECIAL 1 11 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XB6elLsZgFrFclyYptL 1-0- 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 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 7-7-91-0-0 Scale=1:62.9 5x6= _ 2x3 I 3x4 5x6 5 = 4.00 12 = 2x3\\ 4 20 6 21 7 2X3 3 8 m iiIrn N1 2 11 9 10Im1^ 7x8 MT18HS o = 13 12 3x8= 3x5= 5xB MT18HS= 3x12= 2.00 F12 10-" 14-91 24-6-8 35-0-0 10-0-0 4-9-o 9-9-8 10-5-8 Plate Offsets(X Y)-- f2:0-02 Edgel (9:0-1-15 Edge) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 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(fL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a nla BCDL 10.0 Code FBC2014[FP12007 (Matrix-M) Weight:155Ib 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 or 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=-117(LC 6) Max Uplift2=-834(LC 8),9=-815(LC 8) FORCES. (lb)-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=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)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 0t=1b)2=834, 9=815. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � I j ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectois,This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building deslgnei must verity the applicability of design parameters and properly Incorporate this design Into the overall WOW �k• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing laid l 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 33610 I� Job Truss Truss Type Qty Ply 1 Carlton ith 8 eld garage T12151410 M11392 A2 PECIAL 1 OJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017.Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkZgFrFclyYptL r1-0-Q 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 $6-0-0 1-0-0 8-0-0 4-8-0 1-9-0 7-3-0 5-4-7 7-7-9 '1-0-0 I Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 2x3\\ 2x3 3 7 N ry'I v 10 N1 2 11 9 8 7x8 MT1 BHS= I 6 3x4= d 13 12 3x4= 5x8= 3x12,- 4x5= 2.00 12 i 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0. ' 10-M 4-9-0 2-6-8 10-5-8 Plate Offsets(X,Y)-- f2:0-2-14 Edgel (8:0-1-15,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 2441190 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/TP12007 (Matrix-M) Weight:160lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. 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 Horz2=136(LC 7) Max Uplift2=-834(LC 8),8=-816(LC 8) 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=-392/253,6-10=1159/2216,7-10=-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.Opsf;h=15ft;B=70ft;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 ANSVTPI 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, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i � I ®WARNING-Verity design parameters and READ'NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.1010312015 BEFORE USE. �pq Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not t�� a truss system.Before use,The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ��TTYY r 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 Cdteria,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 russ Type Qty PlyOCa,hon ilh 8 ext garage T72151411 M11392 A3 ECIAL 1 Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:50 2017''Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9rBZKMhdyYptJ 1-0- 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 1-0-06-0- -0-0 8-6-0 fi-6-0 5-0-0 4-6-8 2-9-15 7-7-9 -0-0 Scale:3/16°_V I 4.00 12 5x6= 4x4= 5 6 3x4% 4x6 3x6 7 5x6 3 4 8 m N m n1 2 t1 10 _ 9 N r 12 7x8 MT18HS— id) O 14 13 3x10= o 3x6= 2x3 II 5x6= 3x12 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 63-0 5-3-0 4-6-8 10.5-8 Plate Offsets(X Y)-- f2:0-0-14 Edge] (8:0-3-0 0-3-0] (9:0-1-15 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.1811-20 >357 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:160lb 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 or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Horz2=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=-2954/5319 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=4.2pst;BCDL=3.Opsf;h=151t;B=70ft;L=35ft;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. 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 tit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSVTPI 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=816. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. �I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.IThis 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° Isalways 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 Mrss 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 Job Truss Ilk, Type Qty Ply Carhon ilh B ext garage T12151412 M11392 A4 PECIAL I i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:51 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBWoPcvVfi?MD4vD3yYptl 1-0- 8-6-0 14-1-0 17-0-0 8-0-0 24-6-8 27-4-7 35-0-0 6-0- -0- 8-6-0 6-3-0 2-3-0 -0-0 6-61 2-9-15 7-7-9 1-0-0 Scale:3/16°=l' 4.00 F12 5x6= 4x6= 2x3 I 6 7 5 4x6 _ 3x6% 4x6 3x4 5 8 4 9 2x3 3 10 ur m N 1 2 13 11 12 N n 1 7x8 MT18HS= 1�1' c� 14 0 0 16 15 4x8= = 2x3 II 5x8= 3x12= 3x6 2.00 12 i 8-6-0 14-9-0 18-0-0 24-0-8 35-0-0 , B-6-0 6-3-0 3-0-0 6-61 10-5-8 Plate Offsets(X,Y)-- f2:0-0-10,Edgel [9:0-3-0,Edge],(11:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a rda BCDL 10.0 Code FBC2014/-FP12007 (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 or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0,11=1333/0-8-0 Max Horz 2=-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 2-161513/2819,1 5-1 6=-1 51 312 81 9,14-15=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=15ft;B=7011;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)11 considers parallel to grain value using ANSl1TPI 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(jt=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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MI1­7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.ltlis design is based oNy upon parameters shown,and is for an Individual building component,not a tnrss 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 MOW 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 avallable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 1� Job Truss ike"AL Type Oty Ply Carlton uh 8 ext garage T12151413 M17392 � A5 16 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBOBbtpSlWyYptH r1-0-Q B-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 �6-0-0 1-0-0 8-fi-0 63-0 2-9-0 7.0-8 2-9-15 7-7-9 1-0-0 Scale=1:61.8 4.00 FIT 5x8 II T 2x3 I 6 5 2x3 11 3x6 4x6 3x4- 4 7 8 2x3 3 _ 9 N1 2 12 7011Nn r 22 7x10 MT118HS= Icy 0 21 6 14 13 2x3 I I 5x10= - 3x12= 3x6= 2.00 F12 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 63-0 9-9-8 10-5-8 Plate Offsets(X Y)-- f2:0-0-14 Edge],(8.0-3-0 Edge) (10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 2441190 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/TP12007 (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 puffins. 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 Row at midpt 6-12 WEBS 2x4 SP No.3*Except* 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=136510-8-0,10=1333/0-8-0 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, 1222—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=35111;eave=5ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 10=815. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.101032015 BEFORE USE Design valid for use only with MITek®connectors.fits design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer mirst 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 M!Tek' 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 Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I i Job Truss OUSS Type Qty Ply Carlton ith 8 ext garageT12151414 M11392 ATA MON 5 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:53 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TVBKKv?Tt9oW FyAm7tgMu9DvDCO Dzgcl gXZ0lyyYptG r1-0-Q B-4-0 12-11-0 17-6-0 22-1-0. 26-8-0 35-0-0 36-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-71 8-4-0 1-0 0 Scale=1:60.8 4.00 FIT 4x4= 6 2x3 II 24 25 2x3 II 3x6% 5 7 3x6 3x4% q 8 3x4 3 9 N 1 2 10 11 t2 ry Tay 17 16 15 26 27 14 13 12 o dx5= 2x3 I 4x6= 3x8= 2x3 11 4x5= 3x8= 4x6= 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9.2.0 4-71 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 Wa BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:166 lb FT=0 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) 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. 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=6ff;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.01b 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=775, 10=775. 7)"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 MITEK REFERANCE PAGE MY-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.lNs 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 t�I� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1a ek` 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 Jab Truss uss Type Qty Ply Carlton eh 8 ext garage i T12151415 M11392 B OMMON 2 Jab Reference(optional) ' Chambers Truss, Fort Pierce,FL 1.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:54 2017 Page i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF r1 0 Q 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 36-0-Q 1-D-0 8-3-5 5-8-11 3-0-0 3-6-0 5-8-11 8-3-5 1-0-0 Scale=1:60.8 4.00 12 3x6= 6 2x3 I I ?x3 11 7 3x6% 5 3x6 3x4 4 8 3x4 3 9 N1 2ro 10 111� O 17 16 15 14 13 12 2x3 II 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4= 3x4= 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-0-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- (6.0-3-0 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 0.26 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 >938 180 BCLL 0.0 ' Rep Stress Incr YES W B 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 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) Max Grav All reactions 250 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),10=625(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-854/4071 9-10=-854/407 BOT CHORD 2-17=-2627771,16-17=-262l771,15-16=262/771,13-14=2621751,1 2-1 3=-2 6 277 51, 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=35i1;eave=5ft;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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 385 lb uplift at joint 2,440 lb uplift at joint 15 ,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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEX REFERANCE PAGE Mll-7473 rev.1 010 3/2 0 1 5 BEFORE USE Design valid for use only with MITek®connectors.)[his 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 r iii 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 possUe 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 33610 Job Truss �uss.Tyep Qty PlyOCa,fton hh 8 eM garage M11392 BHA ON HIP 1 Reference(optional) i Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 1 1D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq_aJCb04rRYxaHg27MryYptE 15-6-0 21-6-0 -0 i 9-6- 13-6-0 1a 17-6 19-60 - -6-0 3 0 2 6 -0-0 0 0-0 6 2 2-0-0 216-0 2- -0-0 20. 0 -6 2-10.0 77-- I -0 36-0.Q i Scale:3/16"=1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED , PURLINS AS SPECIFIED. 12 57 15 58 17 56 59 3)(6 55 9 20 548 60 22 3x6 5xl2%53 q 6 3x6= x4 I 2461 5x12 26 3 11 16 9 1 23 63 14 0 52 n N 1 2 28 29 ,o N 42 43 34 44 45 46 47 48 32 49 31 50 51.35 33 o 30 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0-0 14-0-0 21-0-0 28-0-0 _ 35-0-0 7-0-0 7-0-0 7-0-0 7-" 7-0-0 Plate Offsets(X,Y)-- (32:0-3-8 0-3-Oj LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 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 WB 0.62 Horz(TL) 0.04 28 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (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 puffins. 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 3-33,27-32 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=151 O(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=1081258,27-63—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=-7771748, 27-32=1400/992,9-10=-465/455,20-21=464/455 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=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 puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. I Continued on page 2 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek®connectors.IThis 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 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 brachd 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. Tampa,FL 33610 Job Truss ss Type Qty Ply �arhon hh 8 ext garage 11 T12151416 M11392 BHA STON let IP 1 Job Reference(optional) I Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4iaOjPm2DUGKBFitq_aJCb04rRYxaHg27MryYptE NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down and 381 lb up at 7-0-0,158 lb down and 206 lb up at 9-b-12, 158 Ib down and 206 Ib up at 11-0-12,1581b 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 lb 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 lb down and 206 lb up at 25-11-4,and 158 lb down and 206 lb up at 27-11-4 on top chord,and 373 lb down and 236lb up at 7-0-0,69 Ib down at 9-0-12,69 lb down at 11-0-12,69 lb down at 13-0-12, 69 lb 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 21-11-4,69 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=125,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=-118(F)58=118(F)59—118(F)60=118(F)61=-11B(F)62=-118(F)63=-118(F) �I i ' I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors.jlhis 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 building design. Bracing Indicated is to prevent trickling 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,erecllon and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI BuBding 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 uss Type Qty Pry Carhop dh S ext garage T12151417 M11392 GRA P 1 - � Job Reference(optional) ' Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 20171 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A46QuLp?03WnrHtQO_Av,EkW UnguHyYptD rt-0-Q 7-D-0 14-11-0 21-5-2 28-0-0 i 35-0-0 Q6-0-q 1-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1-0-0 i Scale=1:61.8 i 4.00 12 5x8= 2x3 I I 3x6= 3x6= 4x8= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 0 N f` 8 9 _N N Ic, 0 6 15 33 34 14 35 6x10 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=4x6= 2X3 13x5 7-0-0 14-11-0 21-5-2 28-0-0 35-" 7-0-0 7-11-0 6-6-2 6-6-14 7-" Plate Offsets(X,Y)-- f3:0-5-4 0-2-8) 17.0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 2441190 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 WB 1.00 HOrz(fL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 3-13,6-13 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(lb)or less except when shown. TOP CHORD 2-3=-14671855,3-22=-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, 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=-73211382, 13-35=-732/1382,13-36=1107/1920,36-37=-1107/1920,37-38=-1107/1926, 12-38=-1107/1920,12-39=1524/2706,11-39=1524/2706,11-40=-1524/2706, 40-41=-1524/2706,10-41=-1524/2706,8-10=-1513/2668 WEBS 3-15=1551711,3-13=-2806/1663,4-13=-848/795,6-13=3446/2082,6-12=-87/648, 7-12=-835/507,7-10=-177/660 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.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 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 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. II I I Continued on page 2 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M17-7473 rev.1010312016 BEFORE USE Design valid for use only with Mirelre connectors.Ihls design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designers must verify the applicability of design parameters and property 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 braeing of trusses and truss systems,seeANSi/TPII 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 33610 Job Truss cuss Type Qty Ply Carlton lth 8 ext garage T12151417 M11392 GRA IP 1 j Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Indusiries,-inc. Fri Sep 29 09:54:66 2017 Page 2 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwi LA4A46QuLp?03W nrHfQO_Av EkW UnguHyYptD NOTES- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 329 lb up at 7-0-0,90 lb down and 155 lb up at 9-0-12,90 Ib down and 155 lb up at 11-0-12,90 lb down and 155 lb up at 13-0-12,90 lb down and 155 lb up at 15-0-12,90 lb down and 155 lb up at 17-0-12,90 lb down and 155,lb up at 17-11-4,90 lb down and 155 lb up at 19-11-4,90 lb down and 155 lb up at 21-11-4,90 lb down and 155 lb up at 23-11-4,and 90 lb down and 155 lb up at 25-11-4,and 203 lb down and 329 lb up at 28-0-0 on top chord,and 452 lb down and 263 lb up at 7-0-0,63 lb down and 3 lb up at 9-0-12,63 lb down and 3 lb up at 11-0-12,63 lb down and alb up at 13-0-12,63 lb down and 3 lb up 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 lb /selection of 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 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) 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=90(B)27=-90(B)28=-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(8)39=40(B)40=-40(B)41=40(B) f ' I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �pq Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component not CI� a Truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall ��f✓r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord-members only.Additional temporary and permanent bracing MiTeW 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 i I Jab Truss Truss Type Oty Ply Cathon ith 8 exi garage Referenceo tional T12151418 M11392 J1 ONO TRUSS 8 Job i � Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A46QuLp?03WnrUbOYHA8vkW UnguHyYptD 1-0-0 1-0-0 1-0-0 . Scale=1:6.2 3 4.00 12 2 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/rPI2007 (Matrix-M) Weight:5 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=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;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;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 3,127 lb 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 f ®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 it 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 WOW 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 Bugling 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 cuss Type Qty Ply �Cariton ith 6 ern garage T72151419 -li M11392 J3 ONO TRUSS 8 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-MH NgAG2zxN lxkZTXMivl3?OfKpslvb9tI8XDRjyYptC -1-0-0 3-0-0 1-D-0 3-0-0 Scale=1:9.6 3 4.00 12 2 1 4 3x4= 3-0-0 3-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) 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. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz2=85(LC 8) Max Upiift3=53(LC 8),2=149(LC 8),4=3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4--14(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=3.0psf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpl=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 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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/=015 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 trrrss 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/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 f Job Truss I Truss Type Ply 1 Carlton ith 8 exl garage T12151420 Mi 1392 J5 ONO TRUSS Fly Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9t18XDRjyYptC -1-0-0 5-0-0 , 1 0 0 5 0-0 Scale=1:12.9 i 3 4.00 12 2 1 4 3x4= 5-G-0 5-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 WB 0.00 Horz(TL) 0.00 2 n/a r9a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz 2=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=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 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 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 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 MlTekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,fhe building designerinirrst 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/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. Tampa,FL 33610 I , i I Job Truss russ Type Oty Ply Carkon dh 8 ext garage I _ _ T12151421 M11392 J7 ONO TRUSS 24 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 D9:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tlBXDRjyYptC _1_p_p 7-0-0 y0.0 7-0-0 Scale=1:16.5 3 4.00 12 2 1 4 I 3x4= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 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 Stresslncr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:231b FT=O 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 No.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=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 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 140 lb uplift at joint 3 and 240 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.f0/0311015 BEFORE USE. R' � Design valid for use only with MITekO connectors.This design Is based onlyupon parameters shown,and Is for an Individual building component,not ®i a truss system.Before use,the building designer must verity the applicability of design parameters and property 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 possibie 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 Citterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610' i i Job Truss russ Type city Ply Carkon lh 8 ext garage T72151422 M11392 KJ7 40ONO TRUSS 14 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:64:58 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ulzoGnz9yYptB . 1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale=1:21.1 4 2.83 F12 3x4 ' 3 N 2 EJ cdi 7 6 3x4= 2x3 I 5 3x4= 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(fL) -0.07 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 HOrz(fL) 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) 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) 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=-4697746 WEBS 3-7=0/285,3-6=860/541 NOTES- 1)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;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. 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 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=125,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=133(F=-39,B=-39),8=0(F=10,B=1 0)-to-5=-49(F=-1 5,B=-15) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03,2015 BEFORE USE Design valid for use only wilh 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 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,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 33610 ' i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 -dimensions shown in ff-in-sixteenths Failure to Follow Could-Cause-.Property /q (Drawings not to scale) Damage or Personal Injury --- -- offsets are indicated. — - - - g ---- - - - - — Dimensions are in ff-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 SCSI, c1-2 c2a 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I C p bracing should be considered. �j 0� b O 3, Never exceed the design loading shown and never U y�° u U stack materials on Inadequately braced trusses. a CL 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7-8 C6-7 c� designer,erection supervisor,property owner and plates 0-1/0 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 joint and embed fully.Knots and wane at 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in Mirek 20/20 NUMBERS/LETTERS. software or upon request." a. Unless otherwise noted,moisture content lumber f 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 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 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. ��,5 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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 Is[ s not sufficient. DSB-89: Design Standard for Bracing, IL ON mom a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, niek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015