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HomeMy WebLinkAbout Engineering- Truss Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. .File Copy MiTek" � a\ RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tam a4L 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroort�i Hear orch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License #of St:uctural 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: FBC2014ITP12007 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, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. [No. Seal# I Truss Name _Date I1 1 T968009 A 10/17/161 [2___ 1 T9680940 Al �10/17/16 13 I T9680941 I A2 1 10/17/16 4 I T9680942 I A3 1 10/17/16 15 I T9680943 A4 1 10/17/16 1 �6 j T9680944 �A5 1 10/17/16 L7 [T9680945_1 ATA 1 10/17/1 J �8 I T9680946 �B 1 10/17/16 19 I T9680947 I BHA 1 10/17/16 110 I T9680948 I GRA J 10/17/16 1 Ill I T9680949 I J1 1 10/17/16 j 112 I T9680950 I J3 1 1.0/17/16 113 I T9680951 I J5 110/17/1611 114 I T9680952 J J7 1 10/17/16 j �15 I T9680953 I KJ7 1 10/17/16 The truss drawing(s) referenced above have been prepared by MiTek ��%`�QUIN 111 lift,, USA, Inc. under my direct supervision based on the parameters �%, OP,....•..• provided by Chambers Truss. :.` �,.��G E NS�.,� Truss Design Engineer's Name: Velez, Joaquin 8182 My license renewal date for the state of Florida is February 28, 2017. = IMPORTANT NOTE: The seal on these truss component designs is a certification - • � . STATE OF �J � that the engineer named is licensed in the jurisdiction(s)identified and that the �� , � . designs comply with ANSIlTPI 1. These designs are based upon parameters .�'•, P �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 4 O R 1'D �\giv MiTek. Any purpose project specific and was not otakenl into account for MiTek's preparation o customers 0 S;ON A;�?�`,` these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs Mrrek USA,Inc.FL Cart 6634 into the overall building design per ANSl/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez.Joaquin 1 of 1 Job russ Truss Type Ply 71 Carlton ilh 8 ext garage T9680939 M11392 A HIP / 1 Job Reference floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:38 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ 61014 90-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 36-0-Q Tlv 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0 Scale=1:61.9 4 00 12 4x8= 2x3 I 3x6= 2x3 11 4x8 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 ,� N1 76 2 11 Eil 1V1 o � 17 16 15 14 t3 12 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6= 3x6— 9-0-0 14-11-0 20-2-13 26-0-0 35-0-0 9-0-0 5-11-0 5-3-13 5-9-3 9-0-0 Plate Offsets(X,Y)-- f2.0-2-8 Edgel (4:0-5-4 0-2-01 f8 0 5-4 0 2-01 fl0 0-1-6 Edqel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 Na rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:152 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. 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(LC 8),10=-685(LC 8) Max Grav2=1015(LC 1),15=596(LC 17),10=1114(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2097/1237,3-4—1856/1112,4-24=-2176/1325,5-24=-2176/1325,5-6=-2176/1325, 6-7=-2176/1325,7-25=-2176/1325,8-25=-2176/1325,8-9=-2172/1285,9-10=-2353/1375 BOT CHORD 2-17=-1062/1941,16-17=-865/1738,15-16=-865/1738,14-15=-1124/2176, 13-14=-1046/2067,12-13=-1046/2067,10-12=-1188/2175 WEBS 3-17—302/283,4-17=-112/324,4-15=-292/681,5-15=-498/392,8-12=142/358 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)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 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. Q WARNING-Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek(&connectors.This design Is based only urx�n parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the appllcablilty of design txxameters and properly incort x)rote Ihk design Into the overall building design. Bracing Indicated Is to prevent buckling of Indlvlduai truss web and/or chord members only. Additional lemrorary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury aril properly damage. For general gutdanc:e regarding the fabrication.storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TP11 Quality Cdterla,DSB-87 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tarrpa,FL 33610 J russ Truss Type ly N 71 Carrion din 8 ext garage T9660940 M11392 Al SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:39 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-L7JGwL9MD4VUtTDNPJQWjgae1 um7yhBop?xt BeySYRI 1-0 8-6-0 11-0-0 14-9-0 19-8-14 24_0-0 27-4-7 35-0-0 36-0-Q -0-0 8-" 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 4-0-0, Scale=1:62.9 Sx6— 2x3 11 5x6= 4.00 12 3x4= 2x3\\ 4 20 5 6 21 7 2x3— 3 8 N �1 2 11 9 10 6 x8 1m1� 7 MT18HS= 11 � 13 12 3x8= 3x5= 5x8 MT18HS= 3x12= 2.00 12 10-0-0 14-9-0 24-6-8 35-0-0 10-0-0 4-9-0 9-9-8 10-5-8 _ Plate Offsets(X,Y)-- f2:0-0-2,Edgel,f9:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl 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 r1/a 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 puffins. 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 Horz2=117(LC 6) Max Uplift2=-834(LC 8),9=-815(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2989/1742,3-4=-2796/1682,4-20=-2916/1774,5-20—2916/1774,5-6=-2916/1774, 6-21=-4530/2576,7-21=-4530/2576,7-8=5193/2889,B-9=-5612/3215 BOT CHORD 2-13=1521/2769,12-13=-1301/2515,11-12=-2065/3799,9-11=-2968/5344 WEBS 3-13=-317/323,4-13=-238/414,4-12—330/649,5-12=-262/236,6-12=-1031/619, 6-11=-332/886,7-11=-763/1479,8-11=-395/407 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 9=815. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI.7473 rev.IOA73/2015 BEFORE USE. Design val"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 txdiding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking 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/TF41 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava9able from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 J Truss Truss Type Qty Ply �71arhon ih 8 exi garageT9680941 M11392 A2 jSPECIAL 1 1 Reference o tional -Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industnes,Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syt HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17naH5jh7Jy2fhbk4ySYRH 1-0 8-" 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 -0 oo 8-" 4-6-0 1-9-0 7-3-0 5-0-7 7-7-9 1-0-0 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 2 4 20 5 21 6 2x3\\ 2x3 3 7 N A e T 10 Nt 2 11 8 7x8 MT18HS= T c1> 0 3x4= 6 73 12 3x4= 5x8= 3x12= 4x5= 2.00 12 10-0-0 74-910 22-0-0 24-6-8 _ 35-0-0 10-0-0 4-9-0 7-3-0 2-6.8 10-5-8 Plate Offsets()1 Y)-- f2:0-2-14 Edge) [8:0-1-15 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 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[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 puffins. BOT CHORD 20 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=5625f3250 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=346f350,4-13=-308/539,4-12—296/568,5-12=-767/515,5-11=-418(924, 6-11=-392/253,6-10=-1159/2216,7-10=-495/499 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M9-7473 rev.fav&W1S 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 truss System.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. SaWy Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job toss Truss Type ty Iy 71 CarBon tin 8 e�garageM11392 A3 SPECIAL 1 1Job Reference Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10:—.40—16 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_0dLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRH 1-0 86-0 15-0-0 _ 20-0-0 24-6.8 27.4-7 35-0-0 _ 36-0-Q 6-6-0 5-0-0 4-" + 2-9-15 7-7-9 '1-0-0 Scale:3/16"=1' 4.00 12 5x6 4x4= 5 6 3x4% 4x6 3x6% 7 5x6 3 4 8 n M II IIN 11 2 9 10I�1�1 yr 1 12 7x8MT18HS= 14 13 3x10= 2x3 I 5x6= 3x12 3x6= 2.00 F12 8-6-0 14-9-0 2a0-0 24-6-8 35-" 8-6-0 '31 _ 5-3-0 4fi-8 10-5-8 Plate Offsets(X Y)-- 12:0-0-14,Edge1,(8:0-3-0,0-3-01,(9:0-1-15,Edge1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.1811-20 >357 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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 Horz2=155(LC 7) Max Up1ift2=-834(LC 8),9=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3052/1733,3-4=-2934/1743,4-5=-2349/1415,5-6=-2610/1602,6-7=-2757/1637, 7-8=-5200/2923,8-9=5590/3202 BOT CHORD 2-14=-1525/2830,13-14=-1525/2830,12-13=1091/2205,11-12=-2608/4988, 9-11=-2954/5319 WEBS 4-14=0/283,4-13=746/496,5-12=-282/657,6-12=285/598,7-12=2676/1489, 7-11=-956/1895,8-11=-377/352 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15tt;B=7011t;L=3511t;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 verity 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. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10A13/2015 BEFORE USE. Design valld for use only with MITekf,connectors.this design Is based only upon parameters shown,and Is for an indlAdual building component.not a truss system.Before use,the building designer must verify the applicability of deskin parameters,meters and property Y1c:orporate this design Into the over,, be' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/oc chord members only. Additional temporary and permanent bracing MiTek• is always required for stablllty,and to prevent collapse with possitAe personal injury and property damage. For general guidance regarding the fabrication,storage,delNery,erection and tracing of trusses and tnaa systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Buliding Component 6904 Parke East Blvd. Safety Information avanable from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 •Job Truss Truss Type Qly Ply 71 CarAon eh 8 ext garage T96809431 M11392 A4 SPECIAL 1 1 _ Job Reference(optional) i Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:41 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-HWQOK08cliIC7nNmWkS_oFf_ZhR9QZn5GJQ8GXySYRG 1-0 8-6-0 14-9-0 17-0-0 18-0-Q _ 24f-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 r 7-7-9 -0-0 Scale:3/16"=1' 4.00 12 Sx6= 4x6= 2x3 6 7 5 At* 3x6% 4x6 3x4% 8 4 9 2x3 3 n 10 rn N1 2 13 11 t2 ,n r� l 14 7x8 MT18HS 6 6 16 15 4x8 3x6= 2x3 '1 5x8- 2.00 3x12= 12 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 6-3-0 3-3-0 6-6-8 10-5-8 _ Plate Offsets(X,Y)-- [2:0-0-10,Edge],(9:0-3-0,Edgel.j11:0-1-15,Edge] 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 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:1721b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 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 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/fPI 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-Vedly dasign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M6.7473 rov.fa473/2015 BEFORE USE. Design valld for use only with MITek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,net a truss system.Before trse,the bulldirxl designer must verify the ap44lccrt,1ity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of inclivkival truss web aril/or chord members only. AdalBonal temporary arui permanent bracing M!Tek Is always required tot 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,seeANS1/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IMorrnahon avallabie from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 e Job Truss cuss Type aty ly 71 Carhon ith 8 ext garage T9680944 M11392 AS SPECIAL 16 1 Job Reference tional Chambers Truss, Fort Pierce.FL 1.640 s Apt 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95W FVyAhozySYR F Tl-" 8-6-0 14-9-0 1717t-- 24-6-8 27-4-7 35-" 36-0-0 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 FIT 5x8 11 2x3 I 6 5 2x3 II 3x6% 4x6 3x4% 4 7 8 2x3, 3 9 12 10 rn �1 2 11 'n n 22 7x10MT18HS= lm 0 21 14 13 3x6= 2x3 11 5x10= 3x12= 2.00 i 12 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-3-0 9-9-8 10-5-8 Plate Offsets(X,Y)-- [2:0-0-14 Edge] [8:0-3-0 Edgel (10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 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 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: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 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. TOP CHORD 2-3=-3035/1734,3-4=-2371/1407,4-5=-2314/1421,5-6=-2329/1492,6-7=5329/3094, 7-8=-5231/2969,8-9=-5273/2968,9-10=5598/3190 BOT CHORD 2-14=-1515/2812,13-14=-1515/2812,13-21—997/2050,21-22=-993YL058, 12-22=-989/2072,10-12=2942/5328 WEBS 3-14=0/256,3-13=704/472,6-13—235/512,6-12=-1924/3461,7-12=-327/336, 9-12=308/278 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15f;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)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 ANS[/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=11b)2=834, 10=815. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verify design puarneters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mp-7473 rev.10/012013 BEFORE USE. Design valld for use only with MITekG connectors.This design Is based only upon purarneters shown,and Is for an indtNdual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek is always required for stability and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the fobnicatl n,storage,delivery,erection and bnacklg of trusses and It=systems,seeANSI/TPI I Quality Criteria,DSB•89 and SCSI Sultding Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tanga,FL 33610 Job ruse Truss Type ty 71y7l Carlton ith 8 ext garage T9680945 M11392 ATA COMMON 5 ob Reference o tional • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tEg7SFVyAhozySYRF r1-0-Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 16-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale=1:60.8 4.DO F12 4x4= 6 2x3 I 24 25 2x3 II 3x6% 5 7 3x6 3x4 4 8 3x4 3 9 1 2 10 11I� J C1 o d 17 16 15 26 27 14 13 12 4x5= 2x3 11 4x6= 3x8= 2x3 I 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 L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Ven(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2( /TP12007 (Matrix-M) Weight:166 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oC purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing:14-15. REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-775(LC 8),10=-775(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3164/1575,3-4=-2677/1331,4-5=-2606/1342,5-24=2680/1409,6-24=2629/1432, 6-25=-2629/1432,7-25=-2680/1409,7-8=-2606/1342,8-9=-2677/1331,9-10=-3164/1575 BOT CHORD 2-17=1366/2936,16-17=-1366/2936,15-16=-1366/2936,15-26=-745/1961, 26-27=-745/1961,14-27=-745/1961,13-14=1366/2936,12-13=-1366/2936, 10-12=-1366/2936 WEBS 6-14=459/928,7-14=-264/197,9-14=-531/397,6-15=-459/928,5-15=-264/197, 3-15=-531/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)1 OO.Olb AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=775, 10=775. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.lavi,207S BEFORE USE. Design valid for use only with MITek(D connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the btdlding designer must verify the applicability of design parameters and properly incorporate this design into the overall HE building design. Bracing Indicated Is to prevent buckling of Indtvklual truss web and/or chord members only. Adc ltkxvA temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal kniay 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. Salety Information avallabie from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 •Job Truss Truss Type ty y 71 Carllon ih 8 ext garage T9680946 M11392 B COMMON 2 1 Job Reference o tional • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Ocl 17 10:39:43 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnliCsHJOvM4XBe9USugkOrVGsuZlOkcvFLPySYRE 1-0- 8-3-5 14-" 17-" 21-0-0 26-8-11 35-" 36-0-0 1 8-3-5 5-8-11 3-6-0 3-6-0 5�-11 8-3-5 1-0-0 Scale=1:60.8 4.00 12 3x6= 6 2x3 11 2x3 11 7 3x6% 5 3x6 3x4 4 8 3x4 3 9 2 10 11 �1 I� O 16 13 C 17 15 14 12 3x4= 2x3 11 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4= 8-3-5 14-0-0 21-0-0 26-8-11 i 35-0-0 8-3-5 54f-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- (6:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) tldefl L/d 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 Horz(TL) 0.03 10 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=-1 79(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=-385(LC 8),15=-440(LC 8),14=440(LC 8),10=385(LC 8) Max Grav Ail 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=-262l771,15-16=-262/771,13-14—262/751,12-13=-262/751, 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 roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft Cat.11; Exp C;Encl.,GCpi=O.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 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. 0 WARNING-Verily deelgn paremeten and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev.IOA7312015 BEFORE USE. Design valld for use only with MITek6 connectors.This design B based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the appllcabllty,of design parameters and properly Incorporate tints design into the overall building design. Bracing indicated Is to prevent buckling of individual Inns web and/or chord members only. Add honal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible person l Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job toss toss Type City y 71 Carhon tin B ext garage T9680947 M17392 BHA 'BOSTON HIP 1 1 Job Reference(optional) Chambers Truss. Fort Pierce,FL T640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-i569z2DU 1 d8m_E5LBs?hOtHVcuYtd?nYyGfotrySYR D 15-6-0 21-6-0 1-0. 7-0.0 9-6-0 11-60 136-01 - 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 2&0.0 35-0-0 1- o 7-0-0 2-6-0 2-0-0 2-0-0 6- 1-6-0 2-.0 2-.0 1-6-0 6- 2 2-fr0 7-0.0 1.0.0 Scale:3/16'=1' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. ROOF DIAPHRAGM,OR PROPERLY CONNECTED THIS DIAPHRAGM MUST BE CAPABLE 4.00 12 4x4 G— TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6 3x6 548 60 22 2,01 5x12 5x12%53 4 6 x6= 3x4 26 3 11 1 19 1 23 1 1 14 N 52 rL �1 2 28 29 O 35 42 43 34 44 45 46 47 48 32 49 31 50 51 o 30 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0-0 �14-0-0 _ 21-0-0 28-0-0 35-0-0 70-0 70 _ 7-0.0 7-0-0 7-" Plate Offsets(X,Y)-- (32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 i BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) o.o4 28 n/a We 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 Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=579(LC 8),33=-1255(LC 8),32=-1005(LC 8),28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=1510(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-52=-1607/1042,3-52=-1441/984,3-53=-108/258,27-63—906/619,28-63=-1056/658, 3-5=-439/531,5-7=433/524,7-10=433/524,10-11=-433/524,11-13=433/524, 13-14=-433/524,14-16=433/524,16-18=-433/524,18-19=-433/524,19-21=-378/423, 21-23=378/423,23-25_378/423,25-27=-383/429 BOT CHORD 2-35=880/1473,35-42=855/1390,42-43=-855/1390,34-43=-855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=386/402,45-46=386/402,46-47=-386/402,47-48=-386/402, 3248=-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=-815f786,19-32=-777/748, 27-32=-1400/992,9-10=-465/455,20-21=-464/455 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 579 lb uplift at joint 2,1255 lb uplift at joint 33,1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical puffin representation does not depict the size or the orientation of the pufin along the top and/or bottom chord. WARNING-Verfly deNgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103MI S BEFORE USE. Design valid for use only with MilekTc,connectors.This design is based only upon parameters shown-and Is for an fricl dual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate,this design Into Ibne overall budding design. Bracing indicated Is to prevent buckling of Individual trim web and/or chard members only. Additional temporary and permanent bracing MiTT ek" is always required for stability and to prevent collapse wfih possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and trim systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 •Job Truss Truss Type aty 71 Carltonilh 8 ext garage T9690947 M11392 BHA BOSTON HIP 1 1 Jab Reference(optional) • Chambers Truss, Fort Pierce,FL 7.640 a Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 2 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2DU 1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 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 lb up at 11-0-12,158 lb down and 206 lb up at 13-0-12,158 lb down and 206 lb up at 15-0-12,158 lb down and 206 lb up at 17-0-12,158 lb down and 206 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(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:36-39=-20,1-3=54,3-15=54,15-27=-54,27-29=54 Concentrated Loads(lb) Vert:35=-373(F)30=-23(F)42=23(F)43=23(F)44=23(F)45=-23(F)46=23(F)47=-23(F)48=-23(F)49=23(F)50=-23(F)51=23(F)52=169(F)53=118(F) 54=-118(F)55=-118(F)56=-118(F)57=-118(F)58=-118(F)59=-118(F)60=-118(F)61=-11B(F)62=-118(F)63=-118(F) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE GAGE M11-7473 rev.10103,2015 BEFORE USE. Design vdltl tot use only with MiTek®connectors.Ihls design Is based only upon parameters shown,and is for an Individual building cornponent,not a truss system.Before use,the b t*dng 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 Indlvkfual truss web and/or chord members oNy.Additional temporary-and permanent bracing MiTek' is always required for stability and to prevent collapse wtth possible personal Injury and property damage. For general guldance regarding the fabrication,storage,delivery,erection and b ackg of trusses and truss systems,seeANSI/TPI I Quality CrBratla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. SdMy Information avalabie from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexacirla.VA 22314. Tampa,FL 33610 Job I rus8 toss ype ty 71 Carhon ith 6 ext garage T9660946 M11392 GRA HIP 1 1 Jab Reference(optional) • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page i I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMP IySYRC j1.0-Q 740 14-11-0 21-5-2 26-0-0 35.0-0 36-0-0 1-01 7-0.0 7-11-0 6-6-2 6-6-14 7-" 1-0-0 Scale=1:61.8 4.00 12 5x8 2x3 11 3x6= 3x6= 4x8 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N_ n N1 2 9 9 N Im a a 15 33 34 14 35 6x 3 — 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=4x6= 2x3 11 3x5= 7.0.0 14-11-0 21-5.2 �_ 28.0.0 35.0-0 7-0-0 7-11-0 6-6-2 _ 6-6-14 7-0-0 Plate Offsets(X,Y)-- 13:G-5-4 0-2-81 (7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. 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 r1/a rVa BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 20 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 micipt 3-13,6-13 4-13:2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8),13=-1909(LC 8),8—799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250 Qb)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=-1920/1225,7-32=1920/1225,7-8=-2869/1716 BOT CHORD 2-1 5-723/1342,15-33=-732/1382,33-34=732/1382,14-34—732/1382,14-35=-732/1382, 13-35=732/1382,13-36=-1107/1920,36-37=1107/1920,37-38=-1107/1920, 12-38=1107/1920,12-39=1524/2706,11-39=-1524/2706,11-40=-1524/2706, 40-41_1524/2706,10-41152412706,8-1 0=-1 513/2668 WEBS 3-15=155/711,3-13=-2806/1663,4-13=-848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-10=-177/660 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70111;L=35ft;eave=5tt;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 pst 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. V WARNING-Verity design paramefsrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.IM/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is tot an Individual building component,not o hiss system.Before use,the LxAc kng designer must verity the applicability of design parameters and property incorporate this design Into the overall to hulling design. gracing indicated is to prevent buckling of ktdW LKA truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stabillty and to prevent collapse with possible personal Injury and property damage. For general gtldance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVM I Quality Cdlerla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informaton available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i • Job russ Truss Type Oty 71 Carlton Ah 8 ext garage T9680948 M11392 GRA HIP 1 1 Job Reference tional Chambers Truss, Fors Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page 2 I D:_kfiGCA6bx7j2Syt HDXFw7ye3KX-AHgXAOE6owGdbOgXIZW wz5gaflsOMM3hBwOMPIySYRC 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 Ib 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 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 3lb up at 17-11-4,63 lb down and 3 lb up at 19-11-4,63 lb down and 3 lb up at 21-11-4,63 lb down and 3 lb up at 23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-7=-54,7-9=-54,16-19=-20 Concentrated Loads(lb) Vert:3=-147(B)7=-147(B)15=-452(B)13=-40(B)4=-90(B)10—452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(B)27=-90(B)28=-90(B)30=-90(B)31=-90(B)32=-90(B) 33=-40(B)34=-40(B)35=-40(B)36=-40(B)37=-40(B)38=-40(B)39=-40(B)40=-40(B)41=40(B) 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR-7473 rw.10103.2015 BEFORE USE. Deslgn valid for use only with MITeM9 connectors.This design B based only upon txrameteis shown,and Is for an individual Ouldtng component not a truss system.Before use.the bLAding designer mast verity the applicability of design parameters and properly incorporate lhis design Into the overall building design. Bracing indicated Is to prevent buckling of Individual tniss web and/or chard members only. Addltlonal 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,de0very,erection and bracing of trusses and inns systems,seeANSVTPI l nudity Criterla,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Insittute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss truss type aty Ply 71 Carlton dh a ext garage T9660949 M11392 it MONO TRUSS 8 1 Job Reference o tional • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gOa8vxkySYRB -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 T 4.00 F12 2 • 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl 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 n/a 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 purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5),2=127(LC 8),4=-2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(LC 3) FORCES. (Ib)-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 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Vanity dedgn parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MI.7473 rev.lav"015 BEFORE USE. Design valld for use oNy 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 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,dellvery,erection and bracing of trusses and inns systems,seeANSI/TPl1 Quality Cdterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sdety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job runs runs ype Qry Ply 71 Carlton dh 8 ext garage T9680950 M11392 J3 MONO TRUSS ',8 1 Job Reference tional • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQa8vxkySYR6 -1- 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 i 4.00 12 2 1 4 3x4- 3-0-0 3-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi 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 rVa rita BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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. (Ib)-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.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. WARNING-Verily dedgn parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M/I-7473 rev.10/032015 BEFORE USE. Design valkl for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a taus system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is' 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 Ixoci g of trusses and truss systems,seeANSVMI QuaBty Criteria,DSB-a9 and BCSI Bullding Component 6904 Parke East Blvd. Safely Informallon avallable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 • 7J5 SS !Truss ype " ty Fly 71 Cation ith 8 ext garage T9680951 M11392 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1 I ek Industries.Inc. Mon Oct 17 I VOW 46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 F12 2 c5 1 0 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (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) FORCES. (Ib)-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=70fh 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. 0 WARNING-Vanity d*Wgn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M8-7473 rev.10/032015 BEFORE USE. Design valid for use only with MlTekG connectors.This design Is based only upon parameters shown.and Is for an Individual building component not a truss system.Before use,the building designer must Verify the applicability of design parameters and properly hc:wporate,this design Into the overall building design. tracing Indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MI rek" Is always required lot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Cdtaria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 " Job russ Truss ype Qty ly 71 Carton ith 8 ext garage T9680952 M11392 J7 MONO TRUSS 24 1 Job Reference tional Chambers Truss, FoilPierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4FNKYW Lrigvt_ZO2Wv5t6ZsgVE_fEtSUAYSYRA 1.0-0 7-" 1-0-0 7-0-0 Scale=1:16.5 3 4.00 12 2 i 4 3x4= 7-" 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (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 puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical,2=365/0-8-0,4=60/Mechanical Max Horz 2=161(LC 8) Max Uplift3=-1 40(LC 8),2=-240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.IMD9/20I S BEFORE USE. Design vaitd for use only with MITeW connectors.this design Is based orgy upon parameters shown,and Is for an indiNdual building component,not a tales system.Before use,the building designer mast verify the appik:abilty,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. Add honal temporary and permanent bracing MiTek Is always required tot stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/TPl t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalon ovalobie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job cuss Truss Type Qty Ply 71 Carlon ith 8 ext garage T9680953 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 6 Apr 19 2016 Mi I ek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4FNKYW Lrigvt_Z02Wv656fCgSk_fEtSUAySYRA -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale=1:21.1 4 2.83 12 3x4 3 2 1 � 1 ccd/i 7 6 3x4= 2x3 11 5 3x4= 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl 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 FBC2014fTP12007 (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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4=-1 33(LC 8),2=-266(LC 8),5=-232(LC 8) Max Grav4=161(LC 13),2=392(LC 1),5=442(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-469/746,6-7=-469/746 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=1.25 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) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE AW7473 rev.1003/2015 BEFORE USE. Design valid for use only with MITekV 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 appilcablity 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. AddlBonal temporary and permanent bracing WO B always required for stabiltiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and biocing of trusses and inns systems,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Butidklg Component 6904 Parke East Blvd. Sdety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Symbols General Safety Notes Y Numbering System_� e g Y � Y PLATE LOCATION AND ORIENTATION 3 " Center plate on faint 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 ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1/ r c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing.or alternative Tor I c N". 0 bracing should be considered. Qv �� O= 3. Never exceed the design loading shown and never U U stack materials on inadequately braced trusses. � I O a 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate O designer,erection supervisor,property owner and plates 0-'/4' 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. P 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 lumber Shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted.this design is not applicable for PLATE SIZE ICC-ES Reports, use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connectbns 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 on engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,re 18.Use of green or treated lumber may pose unacceptable REenvironmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: 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 s not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015