Loading...
HomeMy WebLinkAboutDrawing (2) Lumber design Values are in accordance with ANSI/TPI 1 section 6.3 These truss designs'rely on lumber values established by others. MiTek 4c--, RE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam a�FL 33 0 4115. Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>�i Bear Porch 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. CName: License#: Address: City: State: general Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special �',L,oading Conditions): [7esign Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss.Name Date 11— 1 T1 2151408 1 A 19/29/17 I 12 _I T12151409 Al __ 9/29/17 13 I T12151410 I A2 19/29/17 I : 14 I T12151411 I A3 19/29/17 5 T12151412 A4 9/29/17 6 I T12151413 I A5 19/29/17 I 7 I T12151414 I ATA 19/29/17 J 18 I T12151415 I B 19/29/17 I 19 I T12151416 I BHA 19/29/17 I 10 I T12151417 I GRA 19/29/17 I Ill I T12151418 I A 19/29/17 12 I T12151419 I J3 19/29/17 113 I T12151420 I J5 19/29/17 I 14 _ I T12151421 I J7 19/29/17 115 I T12151422 I KJ7 19/29/17 I The truss drawing(s)referenced above have been prepared by %%o% p,S '•,q�s�000 MiTek USA,Inc.under my direct supervision based on the parameters eee p •.. eq o,� provided by Chambers Truss. eee'��. NSF•°•�i '. 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 :� 'p STA E O F e that the engineer named is licensed in the jurisdiction(s)identified and that the � ° 40 designs comply with ANSI/TPI 1. These designs are based upon parameters �o�T••.A� O P•.'��ee� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were W."'11 given to MiTek. Any project specific information included is for MiTek's customersOfile reference purpose only,and was not taken into account in the preparation of ��� �� �� P`„1%%%° these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE ND.39380. should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: September 29,2017 Albani,Thomas 1 of 1 P Job Truss Truss Type Qty Ply 71 Carlton uh 8 ext garage T12151408 M11392 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 1-0-0- 4-11-0 20-2-1133 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdPRb 6h41yYptM 1_0 26-0 35-0-0 36-0 1 5-9-3 -0 6-16-14 2-1-2 6-10-14 Scale=1:61.9 4.00 12 4x8= 2x3 3x6= 2x3 11 4x8= 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 m c%> 1 2 10 11 im o' 17 16 15 14 12 13 3x4= 3x4 3x4= 3x4= 3x5= 3x6= 4x6= 3x6— I ' a 1 9-0-0 14-11-0 20-2-13 26-0-0 35-" 9-0-0 5-11-0 53-13 5-9-3 9-0-0 Plate Offsets(X,Y)f2'0-2-8 Edge]�4:0-5-4 0-2-0](8:0-5-4 0-2-0]�10:0-1-6 Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 HOrz(fL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:152 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEB IS 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(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. TOPICHORD 2-3=-2097/1237,3-4=-1856/1112,4-24=2176/1325,5-24=-2176/1325,5-6=2176/1325, 6-7=-2176/1325,7-25=-2176/1325,8-25=2176/1325,8-9=-2172/1285,9-10=2353/1375 BOT CHORD 2-17=1062/1941,16-17=-865/1738,15-16=-865/1738,14-15_1124/2176, 13-14=-1046/2067,12-13=-1046/2067,10-12=-1188/2175 WEBS 3-17=-302/283,4-17=-112/324,4-15=-292/681,5-15=-498/392,8-12=142/358 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=7011;L=35ft;eave=sit;Cat.II; E��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)Tl is 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. I i AI WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK 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 buiId ng component,not a Truss system.Before rrse,the building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indlvtdual truss web and/or chord members only.Addlfionai temporary and permanent brac[ng M+Tek• is dlways required for slablllty and to prevent collapse with possible personal(niury and property damage. For general guidance regartling the fobrlcatbn,storage,delivery,erection and bracfng of trusses ontl truss systems,seeANSi/TPII 9uality Criteria,D56-89 and BCSI Bulldtng Component 6904 Parke East BNd. Safety Information available from Trusu plate Institute,218 N.Lee Sheet,SuITe 312,Alexonddo,VA 22314. Tampa,FL 33610 Job Truss Truss Type = 9 7QtyPly 77 Carhon hh 8 ext garageT12151409 M11392 Ai SPECIAL 1 Job Referenc (optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 201e 7 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBcelLsZgFrFclyyptL 1-0 B-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 36-0-0 -0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 1-0-0 Scale=1:62.9 5x6— 2x3 i 3x4 5x6= = 4.00 FIT 5 M\\ 4 20 6 21 7 2x3 I 3 g N ImN 2 „ 9 10 7x8 MT18HS 0 0 73 12 3x8= 3x5= 5x8 MT18HS= 3x12 2.00 12 I ' I I 10-0-0 14-9-0 24-0-8 35-0-0 10-" 4-9-0 9-9-8 10-5-8 Plate Offsets(X Y)f2:0-0-2 Edqel (9:0-1-15 Edgel LOADING(psi) 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 Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:155lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOTII 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=136610-8-0,9=1332/0-8-0 Max Horz2—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 BOTI 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 NOIES- 1)U(lbalanced 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=35fh eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P{ovide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed fora 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 Ib uplift at joint(s)except(jt=lb)2=834, 9 1 815. 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 MITER REFERANCE PAGE MB-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for on Individual building component,not a'Truss system.Before use,the building designer must verity the appllcabOlty of design parameters and properly Incorporate tills design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M;Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DS8-69 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 ���71rhon hh 8 ext garagei T12151410M11392 A2 SPECIAL Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W zKBb?IKkZg FrFclyYptL 1-0- 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- -o-o 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 10-0 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 F12 4 20 5 21 6 2x3\\ 2x3= 3 7 N r O V 10 m 1 N1 2 11 8 9N 7x8 MT18HS= 1fi 61 3x4= o 13 12 3x4= 5x8= 3x12 ' 4x5= 2.00 12 i ! 10-" 14-9-0 22-0-0 24-6-8 35-" 10-0-0 4-9-0 7-0-0 2-0-8 10-5-8 Plate Offsets(XY)-- f2'0-2-14 Edqe) (8'0-1-15 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/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 pudins. BOT�CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEB S 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,8=1332/0-8-0 Max Horz 2=136(LC 7) Max Uplift2=-834(LC 8),8=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPICHORD 2-3=-3004/1748,3-4=-2612/1694,4-20=-2493/1570,5-20—2493/1570,5-21=3293/1951, 6-21=-3293/1951,6-7=5114/2850,7-8=5625/3250 BOT CHORD 2-13=1527/2783,12-13=1183/2322,11-12=-1314/2540,10-11=1708/3355, 8-10=-3001/5355 WEBS 3-13=346/350,4-13=-308/539,4-12=-296/568,5-12=-767/515,5-11=-418/924, 6-11=-392/253,6-1 0=-1 159/2216,7-10=-495/499 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P�ovide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)T6is 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 fitlbetween the bottom chord and any other members. 7)Bearing at Joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oflbearing 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, 81816. 816. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I ®�WARNING-Verity design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTekr9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a�iruss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall But 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 coliapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type 7QtyPly 71 Carlton ith 8 ex1 garage A3SPECIAL 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:50 2017 Page 1 ID:_kfiGCA6bx7j2Syl 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 4-6-8 2-9-15 7-7-9 -0-0 Scale:3/16"=1' 4.00 12 5x6= 4x4— 5 6 3x4% 46 3x6% 7 5x6 3 4 8 rn 11 9 10 N N t 2 12 1,MT18HS= Ioi 6 14 13 3x10 2x3 I I 5x6= 3x12= ., 3x6= 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets(X,Y)-- f2:0-0-14 Edgel (8:0-3-0 0-3-01 (9:0-1-15 Edgel I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.1811-20 >357 180 MT18HS 244/190 BCLL 0.0 Rep Stresslncr YES WB 0.72 HOrzCTL) 0.43 9 n/a n/a 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 2-7-7 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 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. T CHORD 2-3=3052/1733,3-4=-2934/1743,4-5=2349/1415,5-6=2610/1602,6-7=-2757/1637,OPi 7-8=-5200/2923,8-9=-5590/3202 BOT CHORD 2-14=-1525/2830,13-14=-1525/2830,12-13=1091/2205,11-12=-2608/4988, 9-11=2954/5319 WEBS 4-14=0/283,4-13=-746/496,5-12=-282/657,6-12=-285/598,7-122676/1489, 7-11=-956/1895,8-11=-377/352 NOTES- 1)Upbalanced 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.Il; E� 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 fora 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 fiU between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 9=816. 9)"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 M?EK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE Design valid for use only with MITek0 connectors.This design is based only upon parameters shown,and Is for an Individual building component not a'trrrss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iva building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is'always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Fb � Truss Truss Type Qty Ply 71 Carhlon ith 8 ext garage T12151412 A4 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 MiTek Industries,Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVfi?M D4vD3yYptl 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- -0-0 8-6-0 6-3-0 2-3-0 -0- 6-6-8 2-9-15 7-7-9 -0-0 Scale:3/16°=1' 4.00 F12 5x6= 4x6= 2x3 II 6 7 5 4x6 3x6 4x6 3x4% 8 4 9 2x3% N 3 10 llrn 13 11 12l,alr; n1 2 14 7x8 MT18HS= ci 0 16 15 4x8= 2x3 II 5x8= 3x12= 3x6= 2.00 12 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 6-0-0 31- 6-6-8 10-5-8 Plate Offsets(X Y)-- f2-0-0-10 Edgel�9.0-3-0 Edgej (11:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/deft L/d 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 W B 0.96 HOrz(fL) 0.46 11 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (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 pudins. BOTICHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 8-14 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 NO I 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=7011;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'it' it between the bottom chord and any other members. 7)Bearing at joint(s)11 considers parallel to grain value using ANSl/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 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with IvllTek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not d1russ system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss 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 F Truss Type Qty Ply 71 Carhon hh 8 ext garage T12151413 M11392 SPECIAL 16 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZagJ7Mxhd4oyXEBQBbtpSlWyYptH 0 0 8-6-0 14-9-0 17-6.0 24-6-8 27-4-7 35-0-0 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 II 6 2x3 I 5 2x3 11 3x6% 4x6 zzz� 3x4% 4 7 8 2x3 3 9 12 10 1° N 2 17 v'Irr �J 22 7x10 MT18HS= cS 6 21 6 14 13 34 2x3 11 5x10= 3x12= = 2.00 12 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-M 9-9-8 10-5-8 Plate Offsets(X Y)-- [2.0-0-14 Edge],(8:0-3-0 Edgel f10.0-1-15 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 0.79 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 n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:159lb FT=20% LUMBER- BRACING- TOPICHORD 2x4 SP M 31'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3*Except* 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0,10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8),10=815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPi 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 NO IES 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=7oft;L=35ft;eave=5ft;Cat.11; Ex C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using 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 Gt=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 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-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 met altruss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ty/g 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 fabdCotlon,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/1Pl1 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 Oty Ply 7t CarHo�Bext rage M11392 ATA COMMONJob Refeional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MI ek Industries,Inc. Fri Sep 29 09:54:53 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TVBKKv?TtgoW FyAm7tgMu9DvDCODzgcigxzOlyyYptG Ft 0 q 8-4-0 12-11-0 17-6 0 22-1-0 26-11 0 35-0-0 $6-0-0 1-0-0-0-0 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 I 4.00 12 4x4= 6 2x3 II 24 25 2x3 II 3x6% 5 7 3x6 % q g 3x4 3x4 N 3 9 c�1 2 10 111N O 17 16 26 27 13 15 74. 12 4x5= 2x3 14x6= 3x8= 2x3 11 4x5= 3x8= 4x6= 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 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(fL) 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. BOTICHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEB S 2x4 SP No.3 8-6-0 oc bracing:14-15. REACTIONS. (lb/size) 2=139910-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-775(LC 8),10=-775(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3164/1575,3-4=-2677/1331,4-5=-2606/1342,5-24=-2680/1409,6-24=-2629/1432, 6-25=-2629/1432,7-25=-2680/1409,7-8=2606/1342,8-9=-2677/1331,9-10=3164/1575 BOT CHORD 2-17=-1366/2936,16-17=-1366/2936,15-16—1366/2936,15-26=-745/1961, 26-27=-745/1961,14-27=745/1961,13-14=-1366/2936,12-13=1366/2936, 10-12=1366/2936 WEBS 6-14=459/928,7-14=-264/197,9-14=-531/397,6-15=-459/928,5-15=-264/197, 3-15=-531/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.01b AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' 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 will fitTbetween 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 at=lb)2=775, 10=775. 7)"Semi-rigid pjtchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i ®�WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Iva I' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSI7TPI1 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 russ Type Qty Ply 71 Carlton ith 8 ext garage T12151415 M11392 B I,[ OMMON 2 t Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 M7ek Industries,Inc. Fri Sep 29 09:54:54 2017 Page 1 ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZqOyYptF I1-0- 8-3-5 14-0-0 17-6f-0-0 21-0-0 26-8-111 35-M 36-0-0 -0-0 8-3-5 5-8-11 3 3-6-00 8-3-5 1-0-0 Scale=1:60.8 4.00 12 3x6= 6 2x3 I 2x3 11 7 3x6% 5 3x6 3x4 4 8 3x4 3 9 10 11 N 2 13 l� 17 16 15 14 13 12 2x3 13x6= 3x4= 3x4= 3x6= 2x3 Il 3x4= 3x4= 8-3-5 14-M 21-0-0 26-8-11 35-M 8-3-5 5-8-11 7-0-0 5-8-11 8-0-5 Plate Offsets(X Y)-- (6:0-3-0 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 HOrt(TL) 0.03 10 n/a Na BCDL 10.o Code FBC2014ff-P12007 (Matrix-M) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb)- Max Harz 2=-1 79(LC 6) Max Uplift All uplift 100 lb or less at joints)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. TOPS CHORD 2-3=-854/407,9-10=-854/407 BOT CHORD 2-17=262l771,16-17=2621771,15-16=-262/771,13-14=-262l751,12-13=-262/751, 10-12=-262l751 WEBS 3-17=0/269,3-15=-708/485,5-15=291/268,7-14=-291/268,9-14=-708/465,9-12=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.II; Ex 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)P(ovide 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 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Dgsign valid for use only with MITeM 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi'Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANST/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I , Job Truss Truss Type Qty Ply 71 Carhon Rh�garage M11392 BHA BOSTON HIPJob Referenl Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 Mi I ek Industries,Inc. Fri Sep 29 09:54:55 201, Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-PuG4laOiPm2DUGKBFttq_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 28-0-0 35-0-0 6-0- 1-0-0 7-0-0 2-6-0 2-0.0 2-0-0 6- 1.6-0 2-0-0 2-0.0 1-6-00-6- 2-0-0 2-0-0 2-6-0 7-0-0 Scale:3/16°=1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4X4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 59 3x6% 55 9 20 3x6 548 60 22 5x12%53 4 6 x6= x4 2461 26 5x12 3 11 16 9 1 23 63 14 ur 52 28 29 n a �1 2 Tcn O 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 3x6= 6x8= 6x8= 3x6= 3x4= ' 3x4= • 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 711 Plate Offsets(X Y)-- f32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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(fL) -0.18 33-35 >953 180 BCLL 0.0 Rep Stress Incr NO W B 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s):11,19,16,7,23 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(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 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD2-52=1607/1042,3-52=-1441/984,3-53=-108/258,27-63=-906/619,28-63=-1056/658, 3-5=-439/531,5-7=-433/524,7-10=433/524,10-11=-433/524,11-13=433/524, 13-14=-433/524,14-16=-433/524,16-18=433/524,18-19=-433/524,19-21=-378/423, 21-23-378/423,23-25=-378/423,25-27=-383/429 BOT CHORD 2-35=-880/1473,35-42=-855/1390,42-43=855/1390,34-43=855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=-386/402,45-46=3861402,46-47=-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=-777/748, 27-32=1400/992,9-1 0=465/455,20-21=-464/455 NOTES- 1)Uibalanced 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=15fh B=70ft L=35ft;eave=6ft Cat.II; Ei(p C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P ovide adequate drainage to prevent water ponding. 4)A I 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)'T PIS truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 579 lb uplift at joint 2,1255 lb uplift at joint 33,1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 Al WARNING-Verity 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(wilding component,not a tnrss system.Before rrse,the building designer must verly the applicoM ly of design parameters arld properly incorporate ih5 design Into the overall rye building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6V�iTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricaflon,storage, delivery•erecfion and bracing of trusses and truss systems,seeANS'ITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute-218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty �71Carftonext garageT12151416 BHA BOSTON HIP 1 e(optional) Chambers Truss, Foil Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGKBFItq_aJCb04rRYxaHg27MryYptE NU ES- 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 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 17-0-12,158lb down and 206 lb up at 17-11-4,158 lb down and 206 lb up at 19-11-4,158 lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23-11-4,and 158 lb down and 206 lb up at 25-11-4,and 158 lb down and 206 lb up at 27-11-4 on top chord,and 373 lb down and 236 lb up at 7-0-0,69 lb down at 9-0-12,69 lb down at 11-0-12,69 lb down at 13-0-12, 69 lb down at 15-0-12,69 lb down at 17-0-12,69 lb down at 17-11-4,69 lb down at 19-11-4,69 lb down at 21-11-4,69 lb down at 23-11-4,and 69 lb down at 25-11-4,and 69 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(13). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) 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=-11B(F)61=-118(F)62=-118(F)63=-118(F) I . I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!I-7473 rev.10/033015 BEFORE USE. Design valid for use only with MITek�1 connectors.This design Is based only upon parameters shown,and Is for an fndlNdual building component,not a 14nras system.Before use,the building deskner must verify the appllcabSiry of design parameters and properly Incorporate This design Into the overall p�T y� building design. &acing indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V9e 1�IS• Is always required for stability and To prevent collapse with possible personal inJury and property damage. For general guidance regarding the idbricatlon,storage,delivery,erection and bracing of llusses and miss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East Blvd. 3361 Safety Information available from Truss Plate Institute.218 N.Lee Sireei.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type �Qty �Ply �Catftondh 6 ext garageM11392 GRA HIP ence o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 201 I MTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A46QuLp?03WnrHfQO_AvEkW UnguHyYptD -0 t 7 0 0 14-11-0 21-5-2 28-0-0 35-0-0 36-0-0 1-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-" 1 0 0 I Scale=1:61.8 4.00 12 5x8= 2x3 3x6= 3x6= 4x8= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 of � n }N�1 2 $ 9 N N O 15 13 33 34 14 35 6x10—_ 36 37 38 1239 11 40 41 10 3x4= 2x3 II 3x6= 3x4=4x6= 2x3 II 3x5= 7-0-0 14-11-0 21-5-2 28-0-0 35-" 7-0-0 7-11-0 6-6-2 6-6-14 7-" Plate Offsets(X 1)-- f3:0-5-4 0-2-81 f7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 Rep Stress Incr NO W B 1.00 Horz(TL) 0.11 8 n/a . n1a BCDL 10.0 Code FBC2014TFP12007 (Matrix-M) Weight:153lb FT=20% LUMBER- BRACING- TOPICHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOTCHORD 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) 1 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=-747/1316, 4-25=-747/1318,4-26=747/1318,26-27=-747/1318,5-27=-747/1318,5-28=747/1318, 28-29=747/1318,6-29=-747/1318,6-30=1920/1225,30-31=-1920/1225, 31-32=-1920/1225,7-32=-1920/1225,7-8=-2869/1716 BO CHORD 2-15=-723/1342,15-33-73211382,33-34=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=152412706,8-10=1513/2668 WEBS 3-1 5=-1 5 5171 1,3-13=2806/1663,4-13=848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-10—177/660 NOTES- 1)U(lbalanced 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=O.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I Continued on pacle 2 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE aD�sign valid for use only with Mir ' connectors.fits design Is basetl only upon parameters shown,and Is for an individual twiltling component,not inrss system.Before use,The buitding designer must verlry the appllcabiiry of design parameters and properly Incorporate This design Info the overall building design. &acing indicated Is to prevent buckling of Indivltlual imss web and/or chord members only.Additional Temporary and permanent bracing iVEiTek' iaalways required for stabl1d and to prevent collapse with possible personal Inlury antl property damage. For general guidance regarding the fabrlcoTlon,storage,delivery,erection and bracing of trusses and Tnrss systems,seeANSI/1PIl Huality Criteria,DSB-89 and BC.Building Component 6904 Parke East Blvd. Salety Informallon available from Truss Plate I,,T"tut..218 N.Lee Street,suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type �Qiby Ply 71 Carhon ith 8 ext garage T12151417 M1139 i GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03WnrHfQO_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 Ib down and 155 Ib up at 11-0-12,90 Ib down and 155 Ib up at 13-0-12,90 lb down and 155 lb up at 15-0-12,90 Ib down and 155 Ib up at 17-0-12,90 Ib down and 155 Ib up at 17=11-4,90 lb down and 155 lb up at 19-11-4,90 lb down and 155 lb up at 21-11-4,90 lb down and 155 lb up at 23-11-4,and 90 lb down and 155 lb up at 25-11-4,and 203 lb down and 329 lb up at 28-0-0 on top chord,and 452 lb down and 263 lb up at 7-0-0,63 lb down and 3 lb up at 9-0-12,63 lb down and 3 lb up at 11-0-12,63 lb down and 3 lb up at 13-0-12,63 lb down and 3 lb up at 15-0-12,63 lb down and 3 lb up at 17-0-12,63 lb down and 3 lb up at 17-11-4,63 lb down and 3 lb up at 19-11-4,63 lb down and 3 lb 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 he 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(Ib) 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 is i i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1010312015 BEFORE USE. � Design valid for use only with MIle k®connectors.Mils design Is based only upon parameters shown,and Is for an Individual twilling component,not a tnrss system.Before use,the building designer mull verity the applicability of design parameters and Ixoperly incorporate 1, design into the overall tq�pAA7rT +�+,, bl tiding design. &acing indicated is to prevent buckling of Indlvidual Truss web and/or chord members only.Additional Temporary and permanent bracing ItlDi teR• is'atways required for stability and to prevent collapse with possible personal Injury aril property damage. For general guidance regarding the fgbrlcallon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/iPl1 9uallty Cdferla,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 __]_ Job Truss Truss Type QtyTRYT71lton ith 6 ext garageT12151418 M1139 Ji MONOTRSS6eference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03WnrUbOYHABvkW UnguHyYptD -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 3x4= 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 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 Horz 2=48(LC 8) Max Uplift3=-5(LC 5),2=-127(LC 8),4=-2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(LC 3) FOR 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;13=701t;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 psi bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitlbetween 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use oNy with M"eke connectors,Ibis design Is basetl only upon parameters shown,and Is for an individual building component,not ainrss system.Before rrse,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �A T building design. Bracing indicated is to prevent Ixrckting of Individual truss web and/or chord members only.Additional temporary and permanent bracing 1YYf lek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erect on and bracing of trusses and truss systems,seeANSi/iPll Quality Criteria,DSB-89 and BC51 Building Component ssoa Parka East Blvd. S6fety Information available from Truss Plate Institute,21 B N.lee Street,SulTe 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type �Qty Ply 71 Carton ith 8 ext garage T12151419 M11392 J3 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Fr;Sep 29 09:54:57 2017 Page 1 ID: kf iGCA6bx7j2Syl HDXFw7ye3KX-MH NgAG2zxN IxkZTXMM3?OfKpslvb9tlBXDRjyYptC 3-0-0 1-0-0 3-0-0 , Scale=1:9.6 3 4.00 F12 2 1 4 I I • 3x4= 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCD L 10.0 Code FBC2014/fP12007 (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) 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=701t;L=35ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.1 B;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 fitlbetween 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 Ib 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 MITEK REFERANCE PAGE M11-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a inrss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing !V i eW 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 miss systems,seeANSt/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carhon ith 8 ext garage T72151420 M11392 J5 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMiv13?ObOppHvb9tl8XDRjyYptC -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 I 4.00 FIT 2 1 4 3x4= 5-" 5-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- TOP;CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS., (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max 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) FOR I CES. (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.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Tliis truss has been designed fora 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 lbetween 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 2.1 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. li ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek8 connectors.This deslgn"base only upon parameters shown,and Is for on Individual building component,not airuss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall p�T building deslgn. &acing Indicated is to prevent buckling of Indlvidual truss web and/or chord members only. Additional temporary and permanent bracing INYB 1ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobricatlon,storage,delivery,erection and brocing of trusses and truss systems,se."Si/TPI1 61uallty CrBerla,DSB-89 and BCSI B."ding 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 Carfton ith 8 ext garageT12151421 M1139i J7 MONO TUSS24 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tlBXDRjyYptC _p 7-0-0 1_p_p 7-0-0 Scale=1:16.5 3 4.00 F12 2 1 I ccti r 4 3x4= d i 7-0-0 7-0-0 LOAI DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 W B 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 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. RE ICTIONS. (lb/size) 3=144/Mechanical,2=365/0-8-0,4=60/Mechanical Max Horz2=161(LC 8) Max Uplift3=-140(LC 8),2=-240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(LC 3) FORICES. (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;13=70ft;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitl between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Ptovide 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 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.1Ns design rs based only upon parameters shown,and Is for an Individual building component,not atruss system.Before use,the building designer must verify the applicabllity of design paramefers and properly incorporafe flYs design into the overall p� y ' � blLrilding design. &acing Indicated is to prevent buckling of individual Truss web and/or chord members only.Additional temporary and permanent bracing MiTeR s always required for sfabllity and io prevent collapse with poss ble personal InJury antl property damage. For general guidance regarding the tgbricatlon,storage,delivery,erection and bracing of trusses and Tnrss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East Blvd. Satety In/ormalion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T12151422 M1139i KJ7 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi Fek Industries,Inc. Fri Sep 29 09:54:58 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?u1 zoGnz9yYptB -1-5-0 6.8-12 9-10-1 1_5_p 6-8-12 3-1-5 Scale=1:21.1 4 I 2.83 F12 3x4 i 3 i 2 1 6 7 R 2x3 11 5 3x4= 3x4= 1 6-8-12 9-10-1 6-8-12 3-1-5 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 BCLL 0.0 Rep Stress Incr NO WB 0.22 HOrz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:38 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4=-133(LC 8),2=-266(LC 8),5=-232(LC 8) Max Grav4=161(LC 13),2=392(LC 1),5=442(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPS CHORD 2-3=-789/349 BOTi CHORD 2-7=469/746,6-7=-469/746 WEBS 3-7=0/285,3-6=-860/541 1)Wind: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; EX' C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit,between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)I1 the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-133(F=-39,B=-39),8=0(F=10,B=1 0)-to-5=-49(F=-1 5,B=-15) I i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. sign valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual bullding component,not a truss system.Before rrse,the bulding designer must vedry The app"c liry of design parameters and properly incorporate this desgn Into the overall building design. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �9TeV 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 tnlss systems,seeANSI/TPII 9uallty Crl art.,DSB-89 and""Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,216 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Symbols Numbering System 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. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1, Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS C� 4 may require bracing,or alternative Tor I 0 p bracing should be considered. = 3. Never exceed the design loading shown and never a y�° U stack materials on inadequately braced trusses. 0 n- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6-7 C5b 0 designer,erection supervisor,property owner and plates 0-'rig"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 MiTel(20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 190/o 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.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1, 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. 18. or treated lumber may s, Use of green y pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone Nil 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! He ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev, 10/03/2015