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HomeMy WebLinkAboutEngineering . _ Lumber design. values are in accnce with ANSI/TPI 1 section 6.3 These truss designs rely on lumbe values established by others. MiTek RE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Dev Corproject Name: M11392 Model: 70 Carlton 3 Bedroo Wear orc Y P 1 r>Pi Rear�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 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. �1T12151408- o. Seal# Truss Name Date A 9/29/17 12 I T12151409 I Ai 9/29/17 13 1 T121514101 A2 1 9/29/17 1 14 I T12151411 1 A3 1 9/29/17 1 15 I T12151412 1 A4 1 9/29/17 1 16 1 T12151413 1 A5 1 9/29/17 I 17 1 T12151414 ATA 1 9/29/17 1 18 1 T12151415 1 B 1 9/29/17 1 19 1 T12151416 I BHA -1 9/29/17 1 110 1 T1 2151417 1 GRA 1 9129/17 1 111 1 T12151418 1 J1 1 9/29/17 1 12 1 T121514191 J3 j 9/29/17 i 113 I T12151420 I J5 19129117 1 14 I T12151421 I J7 1 9/29/17 I 115 1 T1 2151422 1 KJ7 19/29/17 1 The truss drawing(s)referenced above have been prepared by ee�1 MiTek USA,Inc. under my direct supervision based on the parameters ®. O%�� S •Abe®oo, provided by Chambers Truss. •`,�d`•. • E SF.;9�'�,r Truss Design Engineer's'Name: Albani, Thomas 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 p '. S TAT E OF 4 .designs comply with ANSI/TPI 1. These designs are based upon parameters '�0�•. shown(e.g.,loads,supports,dimensions,shapes and design codes),which were s, �••.L O R I O•.•' \ given to MiTek. Any project specific information included is for MiTek's customers ........ e� file reference purpose only,and was not taken into account in the preparation of 000i`S� ON these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designerFj . COPY Thomas A.Albans PE N0.39380 _ should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.Fl.Cart 6634 into the overall building design per ANSI/TPI 1,Chapter 2. v 6904 Parke East Blvd.Tampa Fl.33610 iDate: September 29,2017 Albani,Thomas 1 of 1 i i Job Truss Truss Type Qty Ply 71 Carlton uh 8 ext garage T12151408 M11392 A • HIP 1 Job Reference(optional) Chambers Truss, Fort Pierce,FIL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:47 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdPRb6h4lyYptM r1-0-q 6-10-14 14.11-0 20-2-13 26-0.0 28-1-2 35-0-0 36-0-q —.1-4 6-10-14 ! 2-1-2 5-11-D 5-3-13 5-9-3 2-1-2 6-10-14 '1-0 0 Scale=1:61.9 4x8 2x3 I I 3x6= 2x3 II 4x8= 4.00 F12 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 V) _N P7 (� N1 2 10 11 N O — — O 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= 3xG= 4x6= 3x6= 9-0-0 ) 14-11-0 r 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,Edge),f4:0-5-4,0-2-01,f8:0-5-4,0-2-01,110:0-1-6,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(fL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.26 Horz(TL) 0.11 10 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8),15=333(1_C 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=-865/1738,1 4-15=1124121 76, 13-14=-1046/2067,12-13=-1046/2067,10-12=1188/2175 WEBS 3-17=-302/283,4-17=-112/324,4-15=-292/6811 5-15=-498/392,8-12=-142/358 j NOTES- i 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=sit;Cat It; 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 100 lb uplift at joint(s)except(jt=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. I I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rev.1010312015 BEFORE USE Design valid for use only With Mllek8 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 al4illeabllity of design parameters and property Incorporate this design Into the overall ixillding design. Bracing Indicated Is to preveril buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stoNllty 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 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage M11Job 7 At i SPECIAL 1 712151409 IJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54A8 2017 Page i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBcelLsZgFrFclyYptL 1-0-Q B-6-0 1 11-0-0 14-9-0 19.8-14 24-0-0 27-4-7 35-0-0 36-0-0 -6-0 r 2-fi-0 3-9-D 4-11-14 4-3-2 3-4-7 7-7.9 1-0-0 Scale=1:62.9 Sx6= — 2x3 II 3x4= 5x6— 4.00 12 2x3\\ 4 20 5 6 21 7 i 3 2x3 B10 l� o - 7x8MT18HS= 0 13 12 3x8= 3x5= 5x8 MT18HS= 3x1� 2-00 12 10-0-0 14-9-0 24-6-8 35-0.0 10-0.0 4.9.0 t — 9.9.8 r— 10-5-8 —I Plate Offsets(X,Y)-- 12:0-0-2,Edgel,19:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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) -1.5111-12 >279 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purtins. 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=-1 17(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 toads have been considered for this design. i 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.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 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(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. i I I _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design Valid for use only wllh MiTek®connectors.This design Is bored only upon parameters shown,and[star an individual building component,not a truss syslern.Before use,the building designer rnust verify the applicab6ity of design parorneters and properly incorporate this deign Into the overall building design. Bracing Indicated is to prevent buckling of IndIVldLtal truss web and/or chord members only.Additional temporary and permanent bracing g� is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the MOW W 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 train Truss Plate Inslitule,218 N.Lee Streel.State 312.Alexandria.VA 22314. Tampa,FL 33610 i I I rfvi"b Truss Truss Type 1 City Ply 71 Carlton ith s ext garageT12151392 A2 SPECIAL 1 Job 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkZgFrFclyYptL 1 1-0-Q 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 36-0-0 1.0 00 8-fi-0 4-6-0 1-9-0 7-3-0 5.4.7 7-7-9 M Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 T j 2x3\\ _ 3 2x3 7 w n v _ � c+; 7x8MT18HS= o — 13 3x4= — o 12 3x4= 5x8 2. = 3x12 Zz 4x5= 00 12 f-- 10-0-0 I 14-9-0 22-0-0 24-6-8 35-0-0 10-0-0 4.9-0 7-3-0 ^+ 2-6-8 f 10-5.8 Plate Offsets(X,Y)-- f2:0-2-14,Edge],18:0-1-15 Edgel LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Verl(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Verl(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 n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:160 lb 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=-118312322.11-12=1314/2540,10-11=-1 708/3355, 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;13=7011t;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(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. I Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTetobl connectots.This design Is based only upon parameters shown,and is for an Individual building component,not a truss sysicun.Before use,the building designer must verify the applicability of design pararnefets and properly incorporate[his design Into the overall �1T r building design. Bracing Indicated Is to pxevehf buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYi�1�J�' Is always required for stability and to prevent collapse with posslHe personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Itusses and truss systems,seeANSI/TPI l Quality Cdterra,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Irisiitufe,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I rob ---]Truss Truss Type i Qty Ply 71 Carhon hh a ext garage �T12151411 392 A3 SPECIAL 1 ' Job Reference(optional) � Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:50 2017 Pagel ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYptJ 1-0- 8-6-0 15.0.0 20-0-0 24-6-8 27.4-7 35.0-0 6-0 •0-0 8-6-0 6-6-0 5-0-0 4-G-8 2-9-15 7-7-9 •0-0 Scale:3/16"=1' 4.00 Fl2 5x6= 4x4= 5 6 l 3x4 4x6 1 3x6% 7 5x6 3 4 8 mtO 16 / N 12 7x8 MT18HS= lm 0 3x10= 14 13 2x3 1: 5x6= _ 3xl2 Zz 3x6= 2.00 FIT 8-6.0 14-9-0 20.0-0 24-6-8 35-0-0 i 8.6.0 6-3-0 5-34.6.8 �- 10-5-8 Plate Offsets KY)-- f2'0-0-14 Edge] (8-073-0 0-3-0] (9:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl(LL) 0.72 11 >586 240 MT20 2441190 j TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MTI8HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FB02014/TP12007 (Matrix-M) Weight:160lb FT=2096 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 2x4SPNo.3 WEBS 1 Row atmfdpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Horz 2=155(LC 7) Max Uplift2=834(LC 8),9=816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3052/1733,3-4=-2934/1743,4-5=-2349/1415,5-6=-2610/1602,6-7=2757/1637, 7-8=-5200/2923,B-9=5590/3202 BOT CHORD 2-14=-1525/2830,13-14=-1525/2830,12-13=109112205,11-12—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—3771352 t NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;B=70ft;L=35ft;eave=5lt;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 ANS11TPI 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 pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i I ' ®WARNING-Verilydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mitekb connectors,Ttds design is based only upon parameters shown.and is for an Individual building component not a truss system.Before use,the building desigriei'must verity the applicability of design parameters and properly Incorporate this design Into the overall pill, Wilding design. Bracing Indicated is to prevent buckling of Irxlividual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with p ombte personal Injury and properly damage. For general guidance regarding the fabricaflom 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 Instifule,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 32610 Job cuss -� russ Type �Qty Ply 71 Cadlon ilh 8 ext garage T12151412 M11392 A4 SPECIAL 1 1 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBW oPcvVfi?MD4vD3yYptl 1-0- 8-6-0 14-9-0 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 1-0-0 6-6-8 2-9-15 7-7-9 1-0- Scale:3/16"=1' 4.00 r12 5x6= 4x6= 2x3 II 6 7 5 I 46 3x6% 46 3x4;:-� �- 8 4 9 2x3 n 3 1 10 '^1 2 "-----� 13 11 12 14 7x8MT18HS= to = 16 75 4x8= 30= 2x3 It Sx8= 3x12= 2.00 12 I 8-6-0 14.9__0 1S•o•o , 24-6-8 �_ 35-0-0_i j 8.6-0 6-3-0 33-0 6-6-8 10-5-8 Plate Offsets(X,Y)-- 12:0-0-10,Edge),19:0-3-0,Edge],111:0-1-15,Edgel LOADING(pst)� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl(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 n/a 1T/a BCDL 10.0 Code FBC2014rrP12007 (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 puriins. 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 micipt a-14 REACTIONS. (lb/size) 2=1365/0-8-0,11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2=-834(LC 8),11=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3042/1732,3-4=2359/1412,4-5—2303/1426,5-6=-2334/1509,6-7=-2154/1376, 7-8=2314/1391,8-9=-5195/2958,9-10=-5237/2955,10-11=-5582/3192 BOT CHORD 2-16=-1513/2819,15-16=-1513/2819,14-15=-991/2102,13-14=2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288,3-15=724/464,5-15=272/266,7-14=-136/409,6-14=-292/605, 6-15—293/403,8-14=-3088/1750,8-13=-937/1901,10-13=-330/293 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;End-,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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 11=815. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I j ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev.1010312015 BEFORE USE Design valld for use only wllh MllekL)connectors.This design Is based only upin parameters shown.and Is for an Individual building component•not a truss syslern.Before use.the building designer must verify the ul:4511cab0lty of design parameters and prnrxady Incorporate Ihis design Into the overall iwlidng design. Bracing Indicated Is to prevent txickling of Individual truss web and/or chord If only.Addll(onal temporary and permanent brocing MiTek" Is always required for stability and to prevent collapse wilt)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 Plale Institute.21811.Lee Street.Suite 312.Alexandria,VA 22.314. Tampa,FL 33610 II Job Truss Truss Type �Oty Ply 71 Carlton eh 8 ext garage 712161413 M11392 A5 SPECIAL 16 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7,640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX•?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBQSbtpSlWyYp1H r1 0 q 8-6-0 14-9-0 17.6.0 24-6-8 27.4-7 35-0-0 3--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 11 6 2x3 I I 5 2x3 11 3x6 4x6 3x4 4 7 8 2x3 � 3 9 --�—f~ 12_�- T 22 7x10 MT18HS= i Ch 0 21 _ O 14 13 3x6= 2x3 11 5x10= 3x12 2.00 12 8-6-0 14-9-0 i 24-6-8 35-0-0 8-6-0 �6-3-0 9-9.8 r 10-5-8 Plate Offsets(X,Y)-• 12'0-0-14 Edqe) (8-03-0 Edge) (10.0-1-15 Edqe) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 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 2441190 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:159 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31-Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins., 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpl 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 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=1-5329/3094, 7-8=-5231/2969,8-9=5273/2968,9-1 0—5598131 90 BOT CHORD 2-14=-1515/2812,13-14=-1515/2812,13-21=-997/2050,21-22=-99312058, 12-22=-989/2072,1 0-1 2=2942/5328 WEBS 3-14=01256,3-13=704/472,6-13=-235/512,6-12=-1924/34611 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=70111;L=3511;eave=5ft;Cat.II; Exp C;Encl.,GCpj=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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Af0-7473 rev.1010312015 BEFORE USE. Design valid for use only with MIRAG conneclors.This design Is based only upon parameters shown,and Is for an Individual building component,not a muss sysiern.Before use,the building deslgnermust verity fhe applicability of design parameters and properly Incorporate this design Info the overall r building design. Bracing Indicated Is to prevdnl buckling of Individual buss web and/or chord members only.Additional lemporary and[v.rmanent bracing MiTek' is always required for stability and to prevent collapse will)possible personal Injury and Ixopedy damage. For general guidance regarding the fabricaflon,storage,dellvery,erection and bracing of trusses and imss 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. Tama,FL 33610 i I I Eob russ Truss Type Oty Ply 71 Carlton ith B exr garage T72751414 2 ATA OMMON ' S Chambers Truss, Fort Pierce, Reference o tional Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:53 2017 Page 1 ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-TVBKKv?TI9oW FyAm7tgMu9DvDCODzgcigXZOlyyYptG r1.0.Q 6-4-0 12-11-0 17.6-0 22-1-0 26 8 0 _ 35-0-036-0-0 1-0-0 6-4-0 4-7-0 4-7.0 4-7-0 4-7-0 8-4-0 I Scale=1:60.8 4.00 12 44= 6 2x3 !I 24 25 2x3 II 3x6% 5 7 3x6 3x4 4 8 3x4 zzz u} 3 9 '1 10 17 16 15 26 27 14 13 12 o 45= 2x3 11 4x6= 3x8= 2x3 I I 4x5= 3x8= 4x6= t 8-0-0 --r 1211.0 --r — 22-1.0 26.8-0 35-0-0 8-0-0 4-7.0 9.2-0 4-7-0 8-4-0 —i LOADING(psi) SPACING- 2-0-0 CS1. DEFL. in (]cc) 1/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 I TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 18O BCLL 0.0 ' Rep Stress Incr YES WB 0.46 HOrz(rL) 0.15 TO n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 cc bracing, Except: WEBS 2x4 SP No.3 8-6-0 cc bracing:14-15. REACTIONS. (Ib/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz 2=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=-5311397 f 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=15it;B=70ft;L=35ft;eave=69;Cat.II; Exp C;Encl.,GCpj=0.18,MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.Oib 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 psi bottom chord live load nonconcurrent with any other live loads. i 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 1 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(jt=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 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMN-7473rev.10/03/2015 BEFORE USE Design valid for use only with M1106 connectors.Tits design is based only upon parameters shown.and Is for on Individual txtilding component,not tag a lass system.Before Me,the building desigrier must verity The applicoWlty of design parameters and properly Incorporate this design into the overall buUdin{T design. Bracing Indicated Is 10 prevenf Lxrckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevenf'collapse,with possible personal injury and property damage. For general guidance regarding The �i'd'ek° fabrication.storage,delivery.ereeflon and txacfng of trusses and truss systems.seeANSf/TPII Quality Criteria,DSB-89 and SCSI SuBdfng Component 6904 Parke East 8fvd. Safety Information avdlatNe horn Truss Nate Institute-218 N.Lee Street,Suite 312.Alexandrla.VA 22314. Tampa,FL 33610 Job Truss Truss ype �Qty Ply 1 Carlton lh B ext garage M11392 B i ;OMMON 2 Job Reference(optional) T72151415 Chambers Truss, Fort Pierce.FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:54 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZqOyYptF t1-0-q B-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 36-0-0 8-3-5 1 1 5-8-11 3-G-0 3-6-0 5-8-11 8-3-5 I Scale=1:60.8 4.00 12 3x6= 6 2x3 11 2x3 11 3x6% 5 7 3x6 ZZ 3z4 4 I 8 3x4 vl 3 9 I i N1 2 10 11 0 16 0 17 76 15 14 13 12 3x4= 2x3 II 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4= f 8-35 _-- -- 14- —{ 21-0-0 26-8-11 _i 35.0-0 B-3-5 5-8.11 ' 7-0-0 —� 5.8-1i 8-3-5Plate Offsets(X,Y)-- (6:0-3-0 Edgei LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Weil 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 Verl(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Hort(fL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:149lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS, At[bearings 0-8-0. (lb)- Max Harz 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=-262/771,15-16=-262/771,13-14=-262/751,1 2-1 3=-2621751, 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 NOTES- 1)Unbalanced root 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=351t;eave=5lt;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=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. I i I ®WARNING-Wrlfyd-Ign parameters and READ NOTES ON TNISAND INCLUDED M?EK REPERANCEPAGE Afll-7473 rev.10Po?/2075 BEFORE USE.Design valid for use only with MiTekD connectors.Us design Is based only upon parameters shown,and Is for an Individual building component,not a truss syslem.Belau use,the bullcling desUrier must verify the apr�ticoblilly of design parameters and propoily incorporate 111s design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord metnbers only.Additional temporary and permanent bracing Nil' k" Is always required for stability and to prevent collapse with possible petsonal Injury and property damage. For general guidance regarding the fabrtcatlon,storage,dellvery,erection and tracing of musses and truss systerns,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,Sutle 312.Alexandria,VA 22314. Tampa,FL 33610 - i Job Truss Truss Type Qty JPly671Carhonith8exigarage M11392 BHA I OSTON HIP 1 b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-PuG4laOj Pm2 DUGK8Fitq-aJCb04rRYxaHg27MryYplE 15-6-0 21-6-0 1-0- 7-0.0 9.6.0 11-60 13-6-0 14 010 17-6-0 19-rrD 21.0-0 23-6-0 25.6-0 28-0.0 35-0.0 6-0- i-O-D 7-0.0 2-6-0 2.0-0 2-0-0 6- 1-60 2-0.0 2-0.0 1-6-00-6- 20-0 2-0-0 2-6-D 7.0-0 1-0.0 Scale:3116"-1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 - 59 3x6 55 9 i i 20 60 3x6 548 I 22 5x12%53 4 6 x6= I I x4 2`�1 Sx12 26 3 11 76 iI 9 21 23I :� 7 —f -19 R f+—t6 - D—mod d 63 I 14 N n 52 r rJ ,n 1 2 / 28 29 d O 35 42 43 34 44 45 46 47 48 33 32 49 31 50 51 30 u 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0.0 14-M 21-0-0 28-0.0 35-0-0 F 7-0-0 -7.0.0 -r 7-0-0 � 7-0.0 - 7.0-0 Plate Offsets(X Y)-- (32.0-3-8 0-3-01 LOADING(pst) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 2441190 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 n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:208lb FT=090 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33,27-32 JOINTS 1 Brace at JI(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=-1607/1042,3-5 2=-1 4 4119 84,3-531081258,27-63_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=433/524,1921=-378/423, 21-23=-378/423,23-25=-378/423,25-27=363/429 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=-815l786,19-32—777f748, 27-321400/992,9-10=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=3.0psf;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 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 puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on page 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AM-7473 rev.1010312015 BEFORE USE �� Design valid for use only with MiTekD connectors.This design is based only upon paramelers shown•and Is for an Individual building component•not a inrss system.Before use,the building designer must verify the applical:i111y of design rrametess and property Incorporate this design Into the overall (�/� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mem bers only.Additional lemporary and permanent bracing MiTek' is always required for stabllity and to prevent collapse with possible personal Injrny and property damage. For generai 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-21 B N.Lee Street,Sulle 312,Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss russ Type lQty Ply Obb CorltonAhaextgarage T12151416 M11392 BHA OSTON HIP 1 Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries.Inc. Fri Sep 29 09:54:55 2017 Page 2 ID:_kiiGCA6bx7j2Syl HDXFw7ye3KX-PuG4iaOjPm2DUGKBFltq_aJCb04rRYxaHg27MryYplE 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-;0-12, 158 lb down and 206 Ib Lip 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 206 Ib up at 17-11-4,158 lb down and 266 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,arid 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 Ib down and 236 Ib Lip 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 lb down at 27-11-4 on bottom chord-The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:36-39=-20,1-3—54,3-15=54,15-27=-54,27-29_54 Concentrated Loads(Ib) 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) I i I ®WARNING-Verify design parameters and READ,NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rov.101=2015 BEFORE USE � Design valid for use only with MilekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss syslern.Before use.the building designerIrnust verify the applicability of design parameters and property incorporate this design into the overall T building design. Bracing Indicated Is to prevent,budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mf 1ek• Is always regdfed for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the e East Blvd.fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/iPli Quality Criteria,DSB-89 and BCSI Building Component Tampa,6904 Parke East 33610 Safety Information availabie from Truss Plate Institute,218 N.Lee Meet Suite 312.Alexandria,VA 22314. fI 1 __ I Job Truss TTruss Type Qty Ply 71 Carlton Rh a ext garage T12151417 JMI ob GRA �IP 1 *job Reference(optional) Chambers Truss, Fort Pierce,FL I 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrHtQO_AvEkW UnguHyYptD r1-0-q 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 6-0-0 1 0-0 7-0-0 7-11-0 6.6-2 6-6-14 7-0-0 1-0-01 Scale=1:61.8 4.00 F12 5x8= 2x3 II 3x6= 3x6= Us= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 T r` o,1 2 8 g aN oEt13 _ o 15 33 34 14 35 6x10= 36 37 38 1239 11 40 41 10 3x4= 2x3 II 3x6= 3x4=4x6= 2x3 1. 3x5= 7-0-0 14-11-0 21-5-2 28.0-0 35-0-0 , f 7-0-0 ~ 7-11-0 6.6.2 6-6.14 --� 7-" Plate Offsets(X,Y)-- 13:0-5-4 0-2-8) 17.0-5-4 0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Verl(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly 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 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(Ib)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=-1920/1225, 31-32=192011225,7-32=-1 92 011 22 5,7-8=-2869/1716 BOT CHORD 2-15=723/1342,15-33=-732/1382,33-34=73211382,14-34=-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=-1524/2706,8-1 0=-1 513/2668 WEBS 3-15=-155/711,3-13=-2806/1663,4-13=-848/795,6-13_3446/2082,6-12=-67/648, 7-12=-835/507,7-10=-1771660 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; 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 psi 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. Continued on page 2 ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED mitrEK REFERANCE PAGE Mf-7473 rev.10103/2015 BEFORE USE. � Design valid for use only wilh MITeM connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a trrrSS system.Before rise,the building designerjmint 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 rnembeis only.Additional temporary and PeffDarlenf bracing MiTek' is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,sec-ANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.21811.Lee Street.Suffe 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 71 Carlton ith 6 exi garage T12151417 M11392 GRA �IP 1 j ob Reference(optional) ' Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc, Fri Sep 29 09:54:56 2017 Page 2 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrHfQO_AvEkW 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 lb 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 lop chord,and 452 lb down and 263 lb up at 7-0-0,63 lb down and 3 lb tip at 9-0-12,63 lb down and 3 lb up at 11-0-12,63 lb down arid 3 lb up at 13-0-12,63 lb down and alb 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 i23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-7—54,7-9=54,16-19=-20 Concentrated Loads(lb) 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(6)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) j r i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. j Design valid for use only with MITekV connectors.This design is based only upon parameters shown.and Is for an individual huilding component,not a tnrss system.Before use,the building designer inusl verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to pievenl buckling of individual 1rrsS web and/or chord members only.Additional temporary and permanent bracing iV�iTek' j is always required for stability and to prevent collapse with possible,personal Injury and properly damage. For general guidance regarding the i fabilcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSR-89 and BCSI Building Component 6904 Parke East Blvd. (. Safety Information available from Truss Plate Insflfufe,218 N.Lee Sireei,Suite 312.Alexandria VA 22314. Tampa.FL 33610 i Jo Truss *Tr_us_s__Type Qty Ply 71 Carlton ilh 8 exl garage T12151418 M71392 J1 ONO TRUSS 8 Ob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 j I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03 W nrUbOYHA8vkW UnguHyYptD -1-0-0 1-0-0 1-0-0 1-0-0 i Scale=1:6.2 3 4.110J12 2 1 4 3x4= 1-0-0 ~ 1-0-0 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014ITP12007 (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 Upljft3=-5(LC 5),2—127(LC 8),4=-2(LC 5) Max Grav 3=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;Vuit=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 psi bottom chord five 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 3,127lb 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. I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK IIEFERANCE PAGE 11111.7473 rev.10/03,2015 BEFORE USE � Design valid for use only with Iv81ek9 conneciprs.IIds design Is based only upon parometers shown,and Is for far Individual bulldfng component,not a truss system.Before rise,the building designer'must verily the applicability of design pararneiets and properly Incorporate this design Info the overall bullding 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 stab6lty and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabricallorL storage,delivery,erecilon and bracing of trusses and truss systems,seeANSIITPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Irislitufe.21814.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I j r1o Truss Truss Type Oty Ply 77 CarNon AB e n garage 0Job Reference(optional) T1215141911392 J3 MONO TRUSS 8 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 1 D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxN IxkZTXMivl3?OfKps Ivb9t18XDRjyYptC -1-D•0 i 3-0-0 1.0-0 3-0-0 i i Scale=1:9.6 3 i 4.00 12 2 4 3x4= 3-0.0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) f/dell 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(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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. (ib/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) 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=42psf;BCDL=3.Opsf;h=15ft 13=7011;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 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 ®WARNING-Verify design parameters and READ NOTES ON TN1S AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Deslgrr valid for use only with MITel@)connectors.This design B based only upon parameters shown,and isfor an Individual building component,not a truss system.Before use,Ii10 building designer 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 tV![T�k� Is 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 bracfng of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Perks East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type _ Oty �{Ply 71 Coition➢h a ext garage 1I( T12151420 M11392 J5 i MONO TRUSS 6 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?ObOppHvbgtfBXDRjyYplC -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 12 2' i 4 Jj 3x4= f 5-0-0 ----1 5-0.0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (toe) I/deft Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 1 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.D 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 rVa BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Weight:17 lb FT=05/6' 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 Horz2=123(LC 8) Max Upi1ft3=-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.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. I I I I I I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek6 connectors.This design is based only upon parameters shown.and Is for an Individual building component,not a inrsS system.Before rise,the building designeil muSl verify the applicab➢ity 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 AYI�y1� j Is always tecluired for stability and to prevent collapse wtlh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/1Pii Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 i i i Jab Truss rTfuss Type _ City Ply 171 Carkon ilh 8 ext garage T12151421 M11392 J7 MONO TRUSS 24 l i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mirek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNixkZTXMivl3?Od6pkbvb9tIBXDRjyYptC -1-0.0 7-0-0 1r- 0-0 i 700 Scale=1:16.5 3 4.00 12 2 ` 4 I 3x4= I 7-0-0 --- ----- 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Ildeil 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 Verl(TL) -0.16 4-7 >520 180 BCLL 0.0 ' RepSlresslncr YES WB 0.00 Horz(fL) 0.01 2 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BUT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. REACTIONS. (lb/size) 3=144/Mechanical,2=36510-8-0,4=60/Mechanical Max Horz2=161(LC 8) Max Uptift3=140(LC 6),2=-240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=126mph;TCDL=4.2psf;BCDL=3.0psf:h=15ft B=70ft;L=35111;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 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 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I--7473 rev.1010312016 BEFORE USE � Design valid for use only wllh MiieW D conneclers.Tllsdesign Is based only ury Parameters a on pameters shown,and Is for n Individual buildingcomponent,not a buss systern.Before use,the brilldinrl designer must verity ttte applicalAlty of design parameters and property Incorporate Ihis design Into the overall fxrlldlrtg design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mel( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For genetal guidance tegaidng the fabrication,storage,delivery,erection and Lxacing of fmsses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and 8CSI 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 JobTruss ITruss Type Qty Ply 71 Carlton Bh a ext garage T12151422 M11392 KJ7 ONO TRUSS 4 ob Reference(optional) Chnmbers Truss. Fort Pierce.FL j 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:58 2017 Page i I D:_kf iGCA6bx7j2Syl HDXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?u1 zoGnz9yYpt6 1-5-0 6-8.12 9-10-1 1.5-0 &8-12 3-1-5 Scale=1:21.1 4 2.83 F12 30= , 3 I I ry I 2 i � 1 6 7 2x3 11 5 3x4= 3x4 6-8-12 9-10-1 i ~— 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 — -CSI. DEFL. in (loc) Well 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 Verl(TL) -0.07 7-10 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a rLta BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:38 lb * FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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=-4691746,6-7=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.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 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=125 Uniform Loads(pit) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)•to-4=133(F=-39,B=-39),8=0(F=10,B=10)-to-5=-49(F=-15,B=-15) I i i �s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03i2015 BEFORE USE. Design valid for use only with Mile-K)connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the[wilding destgnar must vedty the applicability of design parameters and properly Incorporate Hits design Into the overall building design. Bracing Indicated Is to prevent buckling of individual fruss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and Ho prevent collapse with possible personal injury and property damage. for general guidance regiarding 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 lulus Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i i i Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 16-4-8 - dimensions shown in ff-in-sixteenths - Failure to Follow-Could-Cause Property ------ /4 offsets are indicated. (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 orX-bracing,is always required. See BCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 WEBS C�� 4 may require bracing,or alternative Tor I T O O bracing should be considered. p 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. a poll 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7-8 cva C5-° F- designer,erection supervisor,property owner and plates 0-'lid'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 of 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 MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 0 PRODUCT CODE APPROVALS 9, Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber, The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 X 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown ore 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 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. Nil Is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, amm 1 e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev, 10/03/2015