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HomeMy WebLinkAboutBuilding Plans 6° Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® . RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam a�FL 336i 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Canton 3 Bedroor>�i Rear Porch �Lot/Block: Subdivision: Address: unknown -City: St. Lucie County State: FL 4C'st -Name Address and License#of Structural Engineer of Record, If there is one,for the building. :Name: License#: ;Address: )"tity: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings.Show Special Loading Conditions): Design Code: FBC2014fTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. . �1. -�912151408 eal# Truss Name Date A g/2g/17 12 1 T12151409 I Al _ 19/29/17 13 I T12151410 I A2 19/29/17 I 14 I T12151411 I A3 19/29/17 5 T12151412 1 A4 9/29/17 6 IT12151413 A5 9/29/17 7 T12151414 ATA 9/29/17 �8 I T12151415 1 B 19/29/17 1 19 I T12151416 I BHA 19/29/17 I 110 1 T12151417 I GRA 19/29/17 �11 I T12151418 I J1 9129/17 �12` T12151419 f J3 19/29/17 l 13 I T12151420 I J5 19/29/17 I 14 I T12151421 1 J7 19/29/17 �15 I T12151422 I KJ7 19/29/17 1 I The truss drawing(s)referenced above have been prepared by vo MiTek USA,Inc.under my direct supervision based on the parameters ����' A'..44 e�'i, provided by Chambers Truss. :; •E Truss Design Engineer's Name: Albani, Thomas 0 39380 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 e; :• STATE OF �W designs comply with ANSI/TPI 1. These designs are based upon parameters % shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �, O R O•.•' ♦ ,vim given to MiTek. Any project specific information included is for MiTek's customers ion of �''a pie S• ••••''���e, thesefile ference designs.ufNlTek haose s not independently verified the applicabil,and was not taken into account in the ity of thte design F��e &s 0tt1Ya01,1�11 11 e�%��� parameters or the designs for any particular building. Before use,the building designer lThh'omas A.Albanl PE No.39360 should verify applicability of design parameters and property incorporate these designs MITek USA;Inc.Fl.Cert6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa Fl.33610 Bate: September 29,2017 Albani, Thomas 1 of 1 Jab Truss Truss Type Qty Ply 71 Carhon 0h 8 ext garage T12151406 M11392I A HIP 1 1 Job 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 H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdP Rb6h4lyYptM rt 0 Q 6-10-14 9-0-0 i 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 36-0-0 1 -0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 Scale=1:61.9 ' II I 4.OD 12 4x8= 2x3 11 3x6= 2x3 11 4x8= 2x3 2x3\\ 4 24 5 6 7 25 8 9 ! 3 � 1 2 10 11 V Tcb 6 0 _ 17 16 15 14 13 12 ~ 3x5= 3x4= 34= 3x4= 3x4= 46= 3x4= 3x6= 9-0-0 14-11-0 20-2-13 i 26-0-0 35-0-0 9-0-0 5-11-0 5-3-13 9-0.0 Plate!Offsets(X,Y)-- f2'0-2-8 Edge) (4'0-5-4 0-2-01 (8'0-5-4 0-2-01 f10:0-1-6 Edge) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d 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 12-14 >262 180 BCLL 0.0 Rep Stresslncr YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:152 lb 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. WEB S 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=-1046/2067,1 0-1 2=-1 18812175 WEBS =3-17 302/283,4-17=-112/324,4-15=-292/681,5-15=-498/392,8-12=-142/358 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)WIind: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; Ex p 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 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. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE �' Design valid for use only with MlTek®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 flits design into the overall {�A 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 stabllity 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 inns 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 Job Truss Truss Type Qty Ply 71 Carhon th 8 ext garage T12151409 M11392 Al SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M1ek Industries,Inc. Fri Sep 29 09:54:48 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 35-0-0 6-0- -0-0 8-6-0 2-6-0 3-9-0 4.11-14 4-3-2 3-4-7 7-7-9 1-0-0 Scale=1:62.9 I i 4.00 12 5x6= 2x3 I 3x4 5x6 5 = = 2x3\\ 4 20 6 21 7 _ 2x3' 3 Rol N 2 m . IN1 2 11 9 10r2 n 7x8 MT18HS= Ich o O 13 12 3x8= 3x5= 5x8 MT18HS= 3x12 2.00 12 10-" 74-9-0 24-6-8 35-0-0 10-" 4-9-0 9-9-8 10-5-8 Plate Offsets(X Y)-- f2:0-0-2 Edgel (9:0-1-15 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 0.57 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 Stresslncr YES WB 0.77 Horz(TL) 0.42 9 n/a rVa BCD L 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:155lb FT=20% LUMBER- BRACING - TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc pudins. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEIS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Harz 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. TOPI 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:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15fh B=70ft;L=35ft;eave=5ft;Cat.II; Ezp C;Encl.,GCpi=0.18;MWFRS(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(jt=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 MITEK REFERANCE PAGE MIF7473 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 d 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/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 Qty Pty 71 Carh A2 on hh 8 era garage T12151410 M11392 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi I ek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkZgFrFclyYptL 1-0- 6-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35.0-0 6-0- -0-0 8-6-0 4-fi-0 1-9-0 7-3-07-7 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 2x3\\ yr3 3 t rn 2 10 8 cp N1 79 N 11 7x8 MT18HS= tc5 r 6. 3x4= o 13 12 3x4= 5x8= 3x12— 4x5= 2.00 F12 10-0-0 14-9-0 22-" 24-6-8 35-0-0 10-0-0 4-9-0 7-3-02-6-8 10-5-8 Plate Offsets(X Y)-- f2:0-2-14 Edgel (8:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 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(fL) 0.40 8 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (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 Harz 2=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=-1183/2322,11-121314/2540,10-11=-1 70813355, 8-10=-3001/5355 WEBS 3-13=-346/350,4-13=308/539,4-12=-296/568,5-12767/515,5-11=-418/924, 6-11=-392/253,6-1 0=-1 159/2216,7-10—495/499 NOTES- 1)Upbalanced 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)Ail 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 ANSUTPI 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, 8=816. 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 MITEK REFERANCE PAGE MIF7473 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 applicablllly 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 fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPf 1 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 Truss Type Qty Ply 71 CarRon th B ext garage T12151411 M11392 A3 SPECIAL i 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:50 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmGgrBZKMhdyYptJ 1-0- 8-6-0 15-0-0 20.0-0 24-6-11 27-4-7 35-0-0 6-0- -0-0 8-6-0 6-6-0 5-0-0 4-6-5 2-9-15 7-7-9 1-0-0 Scale:3/16°=1' 4.00 12 5x6= 4x4= 5 6 1 3x4 4x6 3x6% 7 5x6 4 3 I 8 Cl) Lb II� „ 9 ,0 �I�1 2 12 7X8MT18HS= Im 6 o 3x10= 14 13 3x6= 2x3 II 5x6= 2.00 12 3x12= i 8-6-0 14-91 20-0-0 24-6-8 35-0-0 8-6-0 6�-0 5-3-0 4-6-8 10-5.8 Plate Offsets(X Y)-- [2'0-0-14 Edge],(8:0-3-0 0-3-01 f9'0-1-15 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 HOrz(fL) 0.43 9 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:160 lb FT=20 LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 7-12 REAICTIONS. (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. TOPI 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=-1525/2830,1 2-1 3=-1 09112205,11-12=-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=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; E,p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Povide 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 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 joints)except Qt=lb)2=834, 9e 816. 9)"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 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 A d 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/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 Jab I Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage M11392 A4 SPECIAL 1 1 Job Reference(optional) T12151412 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi I ek Industries,Inc. Fri Sep 29 09:54:51 2011 Page 1 ID: kfiGCA6bx7j2SyI H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBW oPcvVfi?MD4vD3yYptl 1-0- 8-6-0 14-9-0 17 2-O 8-0-0 24-6-8 27-4-7 35-0-0 36-0 -0-0 8-6-0 6-3-0 2-3-0 -0-0' 6-6-8 2-9-15 7-7-9 1-0-0 Scale:3/16"=1' i 4.00 12 5x6= 4x6= i 2x3 I 6 7 5 4x6 3x6% 4x6 3x4 5:� g 4 9 2x3% m 3 10 r it TI N 13 11 2 12f!P N1 +_ 14 7x8 MT18HS= o 0 16 15 4x8 2x3 II 5x8= 3x12= 3x6= 2.00 12 I 8-6-0 14-9-0 18-0-0 2446-8 35-0-0 8-6-0 6-0-0 33-0 6-6-8 10-5-8 Plate Offsets(X Y)-- (2:0-0-10 Edqe) (9:0-3-0 Edqe) (11:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 Na nta BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:172 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. 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=-1 75(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=1513/2819,15-16—1513/2819,14-15=-991/2102,13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=0/286,3-15=-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 i 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.ll; Exp C;Encl.,GCpi=0.18;MWFRS(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)'TINS 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 ANSUTPI 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, 11=815. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. Iiiii WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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/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 Truss Type Qty Ply 71 Carlton ith 8 ext garage T12151413 M113921 AS SPECIAL 16 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBQBbtpSlWyYptH i1 0-Q 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 $6-0-0 1-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0 Scale=1:61.8 4.00 F12 5x8 2x3 II 6 5 2x3 I I 3x6 4x6 3X4% 4 7 8 2x3 3 9 12 10 0 ur1 2 11 t' .y 22 7x10MT18HS= 1m 0 21 6 14 13 ! 3x6= 2x3 I 5x10= 3x12=2.00 12 i I 8-6-0 14-9-0 24-" i 35-0-0 8-6-0 6-0-0 9-9-8 10-5-8 Plate Offsets(X,Y)-- [2:0-0-14 Edge],(8:0-3-0 Edgej (10:0-1-15 Ed-gel LOAIDING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC20141FP12007 (Matrix-M) Weight:159 lb FT=20% LUMBER- BRACING- TOPi 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. BOTI 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=1365/0-8-0,10=1333/0-8-0 Max Harz 2=179(LC 7) Max Upllft2—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.11; Ezp C;Encl.,GCpi=0.18;MWFRS(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=1 O.Opsf. 6)B;earing at joint(s)10 considers parallel to grain value using ANSIlrPI 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. i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 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 In=system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into 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 possl 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 Bh d. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith a ern garage T12151414 Mi 1392 ATA COMMON 5 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:53 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TVBKKv?Tt9oW FyAm7tgMu9DvDCODzgclgXZOlyyYptG F0 q 8 4-0 12-11-D i 17- -O 22-1 2 26-8-0 35-0-0 36-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale=1:60.8 4.00 12 4x4= 6 2x3 II 24 25 2x3 II 3x6% 5 7 3x6 3x4 i 4 8 3x4 3 9 10 11 O �1 2 im 0 17 16 15 26 27 14 13 12 4x5 2x3 11 4x6= 3x8= 2x3 4x5= = 3x8= 4x6= 8-4-0 12-11-0 22-1-0 2fi-8-0 35-0-0 8.4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 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 FBC2014[FPI2007 (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, 3-1 5=-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=6ft;Cat.II; Ezp C;Encl.,GCpi=0.18;MW FRS(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 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. i AI WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE pqp Design valid for use only with MlTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��'�������ppppggqp�y d truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �1Y� tiuitding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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,seeANSIAPI 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 Job Truss Truss Type Oty Ply 71 Carkon th 8 ext garage T12151415 M7139 B COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek industries,Inc. Fri Sep 29 09:54:54 2011 Page 1 ID:_kfiGCA6bx71 2Sy1 HDXFw7ye3KX-xiiiYF75eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 1-0-q 8-3-5 14-0-0 17-6-0 21-0.0 26-8-11 35-0-0 _ �6-0-0 1-0-0 8-3-5 5-8-11 3-6.0 3-6-0 5-8-11 8-3-5 4-0-0 i � Scale=1:60.8 4.00 12 3x6= 6 2x3 I 2x3 I 7 3x6% 5 3x6 3x4% 4 8 3x4 a 3 9 rd 10 1 2 11fr. o, o 17 16 15 14 13 12 3x4= 2x3 it 3x6= 3x4= 3x4= 3x6= 2x3 II 3x4= 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-" 5-8-11 83-5 Plate Offsets(X Y)-- (6.0-3-0 Edgel LOAIDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl 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(FL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 HOrz(rL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:149 lb FT=20% LUMBER- BRACING- TOP I 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. All bearings 0-8-0. (lb)- Max Horz 2=179(LC 6) Max Uplift All uplift 100 lb or less atjoint(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—854/407,9-10=-854/407 BOT CHORD 2-17=-262/771,16-17=-262f/71,15-16=-262/771,13-14=-262l751,12-13=-262l751, 10-12=-262/751 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 1 NU ES- 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;MWFRS(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=1 O.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 MTTEK REFERANCE PAGE Mll-7473 rev.10/03/1015 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 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 requhed 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA22314. Tampa,FL 33610 Job i Truss Truss Type Qty Ply 171 Carlton lh B ext garage T12151416 M11392i BHA BOSTON HIP i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MI ek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq_aJCbO4rRYxaHg27MryYptE 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 26-0.0 35-0-0 6-0- 1-0-0 7-0-0 2-6-0 2-0-0 2-0-0 6- 1-6-o 2.0-0 2-0-0 1-6-00-6- 2-0-0 2-0-0 2-6-0 7-0-0 Scale:ale: I 3/16"=1' I TOP CHORD MUST BE BRACED BY END JACKS, 4 DO 12 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 59 3x6%548 55 9 20 60 22 3x6 5xl2%53 4 6 x6= x4 2461 26 5x12 3 11 16 9 1 23 ^ 63 14 N 52 28 29 a N N1 2 L m 35 42 43 34 44 33 45 46 47 48 32 49 37 50 51 30 0 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= I 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(X Y)-- (32:0-3-5 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Stresslncr NO WB 0.62 Horz(TL) 0.04 28 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:208 lb FT=0% LUMBER- BRACING- TOP I CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puflins. 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 atJt(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=1 60711 042,3-52=-1441/984,3-53=-108/258,27-63=-906/619,28-63=1056/658, 3-5=-439/531,5-7=-433/524,7-1 O=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=-655/1390, 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)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.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 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 ee the bottom chord and an other members. fit between y 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 33,1005lb 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. Continued on page 2 Iiiii 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®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a'�{ c1 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 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/TPII Quallty 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 Jab I Truss Truss Type Qty Ply 71 Carlton hh s ext garage T12151416 Mil 39 i BHA BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq_aJCb04rRYxaHg27MryYptE NOTES- 10)HIanger(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 9-0-12, 158 lb 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 17-0-12,156 lb down and 2b6 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 Ito up at 25-11-4,and 158 Ib down and 206 Ib up at 27-11-4 on top chord,and 373 Ib down and 236 lb up at 7-0-0,69 Ib down at 9-0-12,69 Ib 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 21-11-4,69 lb down at 23-11-4,and 69 lb down at 25-11-4,and 69 Ib 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). i 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=-118(F)58=-118(F)59=-118(F)60=-118(F)61=-118(F)62=118(F)63=-118(F) r I tY design WARNING-Verify desi n parameters and RE4D NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MM-7473 rev.10/0312015 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi iT ek' s'always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing 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 i Job I Truss ]Truss Type �QtYPFIY71 Carhon ith 8 exi garageT72151417 M11392 GRA HIP ob Reference o tional Chambers Truss, Foil Pierce,FL 7.640 s Aug 16 2011 M7ek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03W nrHtQO_AvEkW UnguHyYptD 14-11-0 21-5-2 28-0-0 35-0-0 6-0-0 7-11-0 6-6-2 6-0-14 7-M 1-0-0 Scale=1:61.8 i 4.00 12 5X8 2x3 II 3x6= 3x6= 4x8= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 t2 n hY 8 9 N a ` u 1 2 - h l'3 O O 15 33 34 14 35 6x10= 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=4x6= 2x3 I 3x5= I 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 7-0-0 Plate Offsets(X Y)-- (3:0-5-4 0-2-81 (7-0-5-4 0-2-01 LOADING(pst) 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 WB 1.00 HOrz(fL) 0.11 8 n/a n/a BCD L 10.0 Code FBC2014ITP12007 (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 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=124610-8-0 Max Horz 2=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=-1467/855,3-22=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=-1 920/1225, 31-32=1920/1225,7-32=-1920/1225,7-8=-2869/1716 BO I 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, 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=-155/711,3-13=2806/1663,4-13=-848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-1 0=-1 77/660 i 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;MWFRS(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. I' Continued on page 2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2013 BEFORE USE. Design valId for use only with Mire'®connectors.lhls design is based onty upon parameters shown.and Is for an individual building component,not a buss system.Beforeth.'wilding designer must verity the applicability of design parameters antl properly Incorporate 1111s design into the overall building design. &acing Indicated is to prevent twckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MjTek• Ls always required for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fabricotlon,storage,delivery,erection and bracing of trusses and tnlss systems,seeANSI/TP"9uallty Criteria,DSB-89 and BCSI Building Component 6904 Parke Easf BNd. Safety Information available from Truss Plate Ins"'ute,218 N.Lee Street.Suite 312,Al...."ia,"22314. Tampa,FL 33610 Job Truss Truss Type 1 Ply 171 Carlton ith 8 ext garage T12151417 M11392 GRA HIP 1 1 Job Reference(option Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 M7ek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 2 ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrHtQO_AvEkW UnguHyYptD NU ES- 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 Ib up at 11-0-12,90 Ib down and 155 Ib up at 13-0-12,90 Ib down and 155 Ib up at 15-0-12,90 Ib down and 155 Ib up at 17-0-12,90 Ib down and 155 Ib up at 17i11-4,90 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 156lb up at 25-11-4,and 203lb 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 3 lb uplat 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 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(pit) 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(B)39=-40(B)40=40(B)41=-40(B) I I I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev.10/03/Y015 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 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrfcatIon.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.Alexandrla,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty =71xt garage T12151418 Mi i392 J7 MONO TRUSS 8 o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:56 201 I Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrUbQYHABvkW UnguHyYptD -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:62 3 4.00 12 2 1 4 J i 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCD L 10.0 Code FBC2014/1-PI2007 (Matrix-M) Weight:5 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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) FO ICES. (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=351t;eave=6ft;Cat.ll; 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)` his 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 v✓ill 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 3,127lb 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. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design vaild 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 flits 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,DSB-89 and BCSf 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 Job I Truss ::: Truss Type Qty �PIY71h B ext garageM1139 J3 MONO TRUSS 8 nce(.Ito o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:57 2017 Page i ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX-MHNgAG2zxN lxkZTXMivl3?OfKpslvb9tlBXDRjyYptC -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 i i 4.00 r12 I I 2 ' 1 4 I 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 W B 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOPi 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 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) FOiCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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;13=70ft;L=35ft;eave=6ft;Cat.II; E;p 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).TINS 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 fitj 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 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. *� Design valitl for use only with MITek®connectors:This design fs based only upon parameters shown,and Is for on individual building component,not a urns system.Before use,the I"'ding des nor must verify the applicability of design parameters and properly Incorporate h is design Info the overall building design. &acing indicated is to prevent buckling of individual Truss web and/or chord members only.Addihonal temporary and permanent bracing �j'=�k' is'always resl.Ued for stability and to prevent collapse with possible personal(nJury and property damage. For general guidance reg-rd(ng the fabrication,storage,delivery,erection and bracing of Trusses and inrss systems,seeANSI/TPI1 9uallty Criteria,DSB-89 and BCS,Building Component Tamp Parke East Blvd. Safety Information available from Truss PloTe Institute,218 N.Lee Street,suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job ` Truss Truss Type Qty Ply 171 Carton flh 8 ext garage T12151420 M1139 J5 MONO TRUSS 8 1 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9tl8XDRjyYptC -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 i 4.00 12 i i 2 I � 1 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 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 n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:17 lb FT=O% I LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP N0.3 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 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;Vu1t=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 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. 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 d truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate tits 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,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 TO uss Type Qty Ply 71 Carhon ith B ext garage T72151421 M1139I J7 NO TRUSS 24 1 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?Od6pkbvb9t[BXDRjyYptC _1_ 7-0-0 1.00_0.0 7-0-0 Scale=1:16.5 3 l 4.00 12 i I I I , 2 4 3x4= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 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 Stress incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 cc puffins. 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 Harz 2=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) POKES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1)Wind:Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCD L=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; Ezp 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 LING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE lid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,nottem.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overalleslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�liT�k` required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding then,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. ormation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 171 Carlton ith 8 ext garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:58 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ui zoGnzgyYptB _1_5-0 6-8-12 9-10-1 0 6-8-12 3-1-5 Scale=1:21.1 4 I j 2.83 FIT 3x4 3 I 2 7 6 2x3 11 5 3x4= 3x4= i 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(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 BCDL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:38lb FT=0% I 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(Ib)or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-469/746,6-7=469/746 WEBS 3-7=0/285,3-6=-860/541 1 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) efer 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)I i 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=10)-to-5=-49(F=15,B=15) I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 rev.1010312015 BEFORE USE �R Design valid for use only with MlTek®connectors.This design Is based only upon parameters shown,and Is for an Indlvdual building component,not H` d buss system.Before use,the building des finer must verify the applicab0ity of design parameters and properly ncorporate ibis des fin Into the overall building design. &acing indicated is To prevent txrckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M1Te�� ¢always required for stabil(ty and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricollon,storage,delivery,erectton and bracing of trusses and truss systems,seeANSI/TPI1 9uallty Criteria,D5B-89 and BCSI Building Component Tamp Parks East 0 Salety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 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 ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. � I (Drawings not to scale) Damage or Personal Injury 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 BCSI. r c1-2 cgs 2. Truss bracing must be designed by an engineer.For 0�/1 wide truss spacing,individual lateral braces themselves 0 WEBS Ac may require bracing,or alternative Tor I OuO 3. Never exceed the design loading shown and never 2O stack materials on Inadequately braced trusses. a 0 rz 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�_s �� csa 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 Mifek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Comber 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. green of Use 18. or treated lumber may g y 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, ANSI/TPI 1 Quality Criteria. Installing&-Bracing of Metal Plate — - -- Connected Wood Trusses, MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015