Loading...
HomeMy WebLinkAboutTruss, mitek ® Lumber design I.rb n accordance with ANSI/TPI 1 section 6.3 These truss designs r( on lumber values established by others. j I MiTek® RE: 74221 - Barbedos 5/3' MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Ta ,FL 33610-4115 Customer Info: Grande Construction Project Name: 17300 Wagonwheel Lane Moc�'� Lot/Block: Subdivision: Address: 17900 Wagonwheel Lane City: Port St. Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 91 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engine lAz conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Iles. 0011o11ol INo. Seal# Truss Name Date No. Seal# Truss Name Date 1 T10746718 1 A 3/28/17 18 T10746735 D 3/28/17 Uma�~ � �J T10746719 AA 1 3/28/17 119 1 T10746736 1 D1 3/28/17 .J W z$zzLL2 w 13 1 T10746720 1 AB 1 3/28/17 120 1 T1 0746737 1 E 1 3/28/17 -C °z 0 tia o W�_m 14 1 T1 0746721 J AC 1 3/28/17 121 1T10746738 1 F 1 3/28/17 o Z,RoZ,Fu oU 15 1 T10746722 1 AD 1 3/28/17 122 1 T107467391 G 1 3/28/17 ,� > wo�o�°�$ —� 16 1T10746723 1 AE 1 3/28/17 123 IT10746740 1 GRA 1 3/28/17 m it W DUN0owg§ F� 17 1 T1 0746724 1 AF 3/28/17 �24 �T10746741 GRB 3/28/17 � a W o°oc�w'°Y� ,�, or` 8 �T10746725 AG N a LL °�c�—zz 10 v �+ 1 3/28/17 125 1T107467421 GRC 1 3/28/17 00 owPSgQo o m 19 1 T10746726 1 AH 1 3/28/17 126 1 T107467431 GRD 1 3/28/17 1 (� 32H UT, t M 110 1 T1 0746727 1 Al 1 3/28/17 127 1 T10746744 1 GRE 1 3/28/17 a m z� oLL� a LL Ill I T107467281 AJ 1 3/28/17 128 1 T10746745 1 GRF 1 3/28/17 y gr000uizo'- in 2a0z112 1 T1 0746729 1 AK 13/28/17 129 1 T1 07467461 G RG 13/28/17 to 113 1 T1 0746730 1 AL 3/28/17 �30 T10746747GRH 3/28/17 Y5� ® UMW -a 114 1 T10746731 I AN 1 3/28/17 131 1 T10746748 1 GRI 1 3/28/17 y ~ cw 115 1 T10746732 1 AO 1 3/28/17 132 1 T10746749 1 GRJ 3/28/17 O Jz�UJ-0X 116 1 T10746733 1 B 1 3/28/17 133 1 T10746750 1 GRK 1 3/28/17 1 N�0 N0882102 117 1 T10746734 1 C 1 3/28/17 134 1 T10746751 1 GRL 1 3/28/17 °11111111/��� The truss drawing(s)referenced above have been prepared by MiTek ���`°�p O'I�F USA,Inc. under my direct supervision based on the parameters ������••G E N••'• �'. provided by Chambers Truss. Q '••�'� SF�;�9 Truss Design Engineer's Name: ORegan, Philip * No 58126 My license renewal date for the state of Florida is February 28, 2019. = ,t =-o: 'cc IMPORTANT NOTE: The seal on these truss component designs is a certification ST E O IF :0/ O that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters �i��'*4shown O R O P \_�� (e.g., iTek. Any supports,of ct spec fic nformation dimensions, shapes eluded is for M'Tek's customers and design codes),which were i �ss7O N AL .�`,,given to file reference purpose only,and was not taken into account in the preparation of 111111111110 these designs. MiTek has not independently verified the applicability of the design Philfp J.Vile 126 parameters or the designs for any particular building. Before use,the building designer MiTek USA In —0: should verify applicability of design parameters and properly incorporate these designs 6904 Parke i a d as F 0 into the overall building design per ANSI/TPl 1,Chapter 2. Date: a 1 March 28,2017 ORegan,Philip 1 of-2- I I `"1'JN:',P,.,� } is�y{t'S�Y'£:i?�_'S•1.1 C' ';-SSiz`� _,. �},�i ,f:_ J `>'ry:::AL� f s� ..r<..*', ,.,=.+iC .,�-?:PJ �. _., �.,, � ..•r' ..li r,v .J 4��T F"h;. F�.:h..:j. I � I I I RE: 74221 - Barbedos 5/3 Site Information: Customer Info: Grande Construction Project Name: 17900 Wagonwheel Lane Model: Lot/Block: Subdivision: Address: 17900 Wagonwheel Lane City: Port St. Lucie State: FL No. I Seal# Truss Name I Date No. I Seal# Truss Name I Date 135 1 T10746752 1 GRM 3/28/17 178 IT107467951S 3/28/17 36 1 T10746753 1 G RN 1 3/28/17 179 I T10746796 1 T 1 3/28/17 137 1 T10746754 1 GRO 1 3/28/17 180 1 T10746797 1 U 1 3/28/17 138 1 T10746755 1 H 1 3/28/17 181 I T10746798 1 V 1 3/28/17 139 1 T10746756 1 HV6 1 3/28/17 182 1 T10746799 1 V4 1 3/28/17 140 1 T10746757 1 HV20 1 3/28/17 183 1 T10746800 1 V8 1 3/28/17 141 1 T10746758 1 HVC 1 3/28/17 184 I T10746801 I V12 1 3/28/17 142 1 T10746759 1 HVD 1 3/28/17 185 I T10746802 I V16 1 3/28117 143 I T1074676011 1 3/28/17 186 1 T10746803 1 VA 1 3/28'17 144 I T10746761 I J 1 3/28/17 187 1 T10746804 1 VB 1 3/28/17 145 1 T10746762 1 J 1 1 3/28/17 188 1 T10746805 1 W 1 3/28/17 1 146 I T10746763 I J2 1 3/28/17 189 I T10746806 1 X 1 3/28/17 147 I T10746764 I J3 1 3/28/17 190 I T10746807 1 Y 1 3/28/17 148 I T10746765 I J3H 1 3/28/17 191 I T10746808 1 Z 1 3/28/17 1 149 !T10746766 1 J4 1 3/28/17 150 I T10746767 I J5 1 3/28/17 151 I T10746768 I J6 1 3/28/17 152 I T10746769 I J7 1 3/28/17 153 I T10746770 I J8 1 3/28/17 154 I T10746771 I J21 1 3/28/17 155 I T10746772 I J41 1 3/28/17 156 I T10746773 I J51 1 3/28/17 157 I T10746774 I J52 1 3/28/17 158 I T10746775 I J53 1 3/28/17 1 159 I T10746776 I J61 1 3/28/17 160 I T10746777 I J71 1 3/28/17 161 I T10746778 I J72 1 3/28/17 162 I T10746779 1 JX7 1 3/28/17 163 1 T10746780 1 K 1 3/28/17 14 I T10746781 1 KJ3 1 3/28/17 165 1 T10746782 1 KJ7 1 3/28/17 166 1 T10746783 1 KJ9 1 3/28/17 167 I T10746784 1 KJ9A 1 3/28/17 168 I T10746785 1 L 1 3/28/17 169 1 T10746786 1 M 1 3/28/17 170 1 T10746787 1 MV2 1 3/28/17 171 1 T107467881 MV4 1 3/28/17 172 1 T10746789 1 MV6 1 3/28/17 173 J T1 0746790 1 N 1 3/28/17 174 1 T1074679110 1 3/28/17 175_ _1 T10746792 1 P 1 3/28/17 176 I T10746793 1 Q 1 3/28/17 177 1 T1074679477 T10746794 R13/28/177 2of2 II i Job Truss Frussype r:bsGbjdgfv Barbados 5/34221 A 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:31 2017 Page 1 7Nsrc EXzvUm?-TcBx6frZW C95pzxnQoP96q_wnI DVEjJvhVOCK1¢WPPO J2-0-0 6-3-6 9-0o14-11-0 - 23-6-10 29-10-0 31-10-0 i 1 2-0-0 6-3-6 2-8-10 , 5-11-0 5-11-0 2-8-10 6-3-6 Scale=1:57.0 I i 4x4= 3x8= 4x4= 4 20 5 21 6 6.00 F12 2x3\\ 2x3 3 7 i m I b v 0 2 8, m -7 11 Of 9 d 13 12 11 10 3x8= 3x6= 3x8= 4x4— 4x4= 2x3 I I � I i 9-0-0 14-11-0 20-10-0 i 29-10-0 9-0-0 5-11-0 5-11-0 9-0-0 Plate Offsets(X Y)-- f2:0-2-4,Edgel,f8:0-2-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.13 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(fL) -0.31 10-19 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.55 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:151 lb FT=0% LUMBER- BRACING- I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc pu�lins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1487/0-8-0,8=148710-8-0 Max Horz2=245(LC 9) Max Uplift2=-818(LC 10),8—818(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2302/1246,3-4=-2046/1181,4-20=1802/109B,5-20—1802/1098,5-21=-1802/1098, 6-21=1802/1098,6-7=2046/1181,7-8=-2302/1246 BOT CHORD 2-13=-854/2007,12-13=-922/2162,11-12=922/2162,10-11=-922/2162,8-10=854/1973 WEBS 3-13—342/259,4-13=-323/637,5-13=-540/302,5-10=-540/302,6-10=-323/637, 7-10=-344/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22fh B=75ft;L=57ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 818 lb uplift at joint 2 and 818 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 ' I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 1141I1-7473 rev.10/03/2015 BEFORE USE. �' Design valid for use only wllh MiTek9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IMIf lT �k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 I . Job Truss Truss Type ty Barbados 5/3 T10746719 74221 AA SPECIAL ' 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tus Mar 28 13:19:32 2017 Page 1 5-5-8 10-11-0 5-5-8 5-5-8 3x4= 3x4= 3x4 II 1 2 3 I 3x4= 5 4 3x4= 3x4= 7 5-5-8 10-11-0 r 5-5-8 I 5-5-8 LOADING(psf) SPACING- 2-0-0 CS1. DE FL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.02 4-5 >999 360 MT20 244/1901 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.41 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:76 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7:2x4 SP M 30 REACTIONS. (lb/size) 4=478/Mechanical,7=478/Mechanical Max Uplift4=-232(LC 6),7=-232(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-478/290,1-6=430/300,1-2=305/185 BOT CHORD 4-5=-185/305 WEBS 1-5=244/402,2-4=-406/246 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 4 and 232 lb uplift at joint 7. 7)"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 MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracirig 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 Insittr I de,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type ry Barbados 5/3 74221 AB SPECIAL 11 1 I T10746720 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:3212017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ypiJJ?sBHWHyQ7Wz_VxOe1X5fieYzB 3w97ltOZWPPP i 5-5-8 10-11-0 3x4 5-5-8 3x4 5-5-8 3x4 Scale=1:39.8 = = 1 2 3 i 3x4— 5 — 4 7 3x4= 3x4= 5-5-8 10-11-0 J 5-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.31 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.04 4-5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lFP12007 (Matrix-M) Weight:82 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purli s, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7:2x4 SP M 30 REACTIONS. (lb/size) 4=478/Mechanical,7=478/Mechanical Max Uplift4=-232(LC 6),7=232(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-478/290,1-6=-431/300,1-2=-256/155 BOT CHORD 4-5=-155/256 WEBS 1-5=-225/371,2-4=-375/227 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 4 and 232 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i i ®WARNING-verify deslgn paramelon;and READ NOTES ON THIS AND INCLUDED MTTEK 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 truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ■■�.YY■■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 collcipse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and braclnb of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type Ply Barbados 5/3 T10746721 74221 AC SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc.Tue Mar 28 13:19:3212017 Page 1 I D:bsGbjdgfv_oPsmc7Nsrc EXzvUm?-yplJJ?sBH W HyQ7Wz_VxOe1 X28iaBzEW3wg7ltOzW PPP 2-2-8 6-5-0 i 10-11-0 2-2-8 4-2-8 4-6-0 j I I Scale=1:39.0 3x4= 3x4 13x4= 3x4 I 1 2 3 4 r- N I N r N I T 7x12= I9t 3x5= o d 3x4= 7 9 3x4 II 2-2-8 10-11-0 2-21 8-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 5-6 >782 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.41 5-6 >311 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:86 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 2-7:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3"Except` 1-9:2x4 SP M 30 i REACTIONS. (lb/size) 5=478/Mechanical,9=478/Mechanical Max Uplift5=-232(LC 6),9=-232(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=478/290,1-8=482/277 BOT CHORD 5-6=-184/253 WEBS 1-6=-263/472,3-5=-356/275 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Intedor(1)zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 5 and 232 lb uplift at joint 9. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MY-7473 rev.10/032015 BEFORE USE. am Design valid for use only with MRek®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 property Incorporate this design Into the overall la building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only.Additional temporary and permanent bracing M iTe k' Is always required for stability and 10 prevent collapse with possUe personal Injury and property damage. For general guidance regarding the fabxicaflon,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,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 I Job Truss ]�� Ply B abe' T10746722 74221 AD SPECIAL 1 1 (optional) I Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:33'2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-Q?Ji W Lsp2gPp2H5AXDSdBF3DY6wsihFlC9ptl PgzW PPO i 2-2-8 6-4-14 10-8-15 10�11-0 r 2-2-8 4-2-6 4-4-2 0-2-1 I Scale=1:34.0 3x4= 3x4 I I 3x4= 1 2 3x4 3 = I I n N N 7x12= I 10 I 3x5= 1 1 1 j 3x4— 7 3X4 I1 9 2-2-8 10-11-0 2-2-8 8-8-8 Plate Offsets(X,Y)-- (4:0-2-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.16 5-6 >799 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.40 5-6 >318 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:78lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purli s, except BOT CHORD 2x4 SP M 30`Except' end verticals. 2-7:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 1-9:2X4 SP M 30 REACTIONS. (lb/size) 5=478/Mechanical,9=478/Mechanical Max Uplifts=232(LC 6),9=-232(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-478/290,1-8=-480/277 BOT CHORD 5-6=-230/318 WEBS 1-6=-274/487,3-5=-395/306 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 5 and 232 lb uplift at joint 9. 7)"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 MITEKREFERANCE PAGE Mll-7473 rev-1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer most verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla,VA 2231A. Tampa,FL 33610 L , 1 111110— 1 Job Truss Truss Type Ply Barbados5/3 T10746723 74221 AE SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:19:3412017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-uBt4khtSp7Xgg RgM5wzsjScRH W GTR91 MOTcsxGzW PPN 2-2-8 8-8-15 10-9-0 10�11-0 2-2-8 6-6-7 2-0-1 0-210 6.00 F12 3x4 II Scale:3/8"=1' 4 3x4= 3x5= 4x5= i 1 2 La 1 I � I N �I 19 6x8= 6 o 1 TT 3x4= 3x4= c{ 3x4= 8 d{j 3x4 11 10 i 2-2-8 B-8-15 10-11-0 ' 2-2-8 ' 6-6-7 2-2-1 Plate Offsets(X,Y)-- f7:0-5-8,0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.10 6-7 >999 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:77lb FT=IO% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlirls, except BOT CHORD 2x4 SP M 30-Except' end verticals. 2-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except' 6-0-0 oc bracing:8-9. 1-10:2x4 SP M 30 REACTIONS. (lb/size) 5=478/Mechanical,10=478/Mechanical Max Horz 10=58(LC 10) Max Upl1ft5=-263(LC 10),10=-213(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-10=478/256,1-9=-450/306,1-2—352/252,2-3=-333/137 BOT CHORD 2-7=-406/308,6-7=-348/401,5-6=-198/326 WEBS 1-7—420/605,3-5=-573/347 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;,L=57ft;eave=7fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 lb uplift at joint 5 and 213 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MIlek®connectors.ibis design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must ved/y the applicability of design paramefers 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 iViiTek� is always required for stability and to prevent collar se with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and braclnd of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 I � Job Truss Truss Type Ply Barbados5/3 T10746724 74221 AF SPECIAL 1 1 I Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Mar 28 13:19:34 2017 Page 1 1 D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-uBt4khtSp7XggRgM5wzsjScSAW EKR8vMOTcsxGzW PPN 2-2-8 6-8-15 8-s-0 10-9-1 10 1 -0 2-2 8 4-6-7 -12 2-01 0--s 6.00 F12 4x5= Scale=1:28.4 4 3x4= 5x6= 13x4= 23x5= r Chh I� I I� 6x8= 8 7 3x4= O 0 3x4= 3x5 I I 3x4— 1 10 3x4 I I 12 2-2-8 6-8-15 8-9-0 10-11-0 2-2-8 4-6-7 2-0-1 2-2-0 Plate Offsets(X,Y)-- f4:0-2-8,0-2-41,f9:0-6-0,0-4-41 ' I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.16 8-9 >813 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.30 8-9 >426 240 BCLL 0.0 Rep Stress Incr YES W B 0.30 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:70 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 2-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except* 1-12:2x4 SP M 30 REACTIONS. (lb/size) 6=478/Mechanical,12=478/Mechanical Max Horz 12=58(LC 10) Max Uplift6=-257(LC 10),12=207(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-478/259,1-11=-463/327,1-2=-526/377,2-3=-412/201,3-4=-439/236, 4-5=-419/270,5-6=-639/426 BOT CHORD 2-9=-274/192,8-9=507/630,7-8=277/428 WEBS 1-9=-480/696,2-8=-240/260,5-7=511/795 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=5711;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 257 lb uplift at joint 6 and 207 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MITek9 connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate This design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MB f�p ek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute!218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 I j I I Job Truss Truss Type o tional T10746725 Piy Barbados 513 74221 AG SPECIAL 2 1 Job Reference Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 Mi rek Industries,Inc. Tue Mar 28 13:19:35.2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-MN RSx1 u4aRfXHbFYfdU5GggbmweoAftVc7MPTjzW PPM 2-4-0 5-8-8 2-4-0 3-4-8 Scale=1:19.5 3 3x4 II I 6.00 12 i n � N N I I 4x6 i i o 1 3x4 I I 1 i 5 3x4 I I 3x4= 2-4-0 5-8-8 2-4-0 3-4-8 Plate Offsets(X,Y)-- f2:0-2-12,0-1-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud -PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.05 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.07 2-4 >946 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:22lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc pudins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 2-5:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=299/0-8-0,4=202/Mechanical Max Horz 1=162(LC 10) Max Upliftl=-112(LC 10),4=-131(LC 10) Max Grav1=315(LC 15),4=230(LC 15) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;.Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22fh B=75ft;L=57fh eave=7ft;Cat.II; Exp C;Encl.,GCpi=O.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 112 lb uplift at joint 1 and 131 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mi-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer musl verify the applicability of design parameters and property 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 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandrla,VA 22314. Tampa,FL 33610 I I Job Truss I Truss Type Pty Barbados 5f3 T10746726 74221 AH SPECIAL 1 1 FJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:19:35�2017 Page 1 I D:bsGbjd9fv_opsmc7NsrcEXzvUm?-MNRSx1 u4aRfXHbFYfdU5Gg9a7wcfAftVc7MPTjzW PPM 2-4-0 _ r 3-11-6 r 2-4-0 1-7-6 I Scale=1:14.7 3 3x4 6.00 12 i m I 4x6 i I 0 1 9 3x4 11 53X4 11 3x4= 2-4-0 3-11-6 2-4-0 1-7-6 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 5 >999 360 MT20 244/1901 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.03 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.02 4 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:15 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc pullins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=205/0-8-0,4=137/Mechanical Max Harz 1=111(LC 10) Max Upliftl=-76(LC 10),4=-90(LC 10) Max Grav1=216(LC 15),4=157(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 76 lb uplift at joint 1 and 90 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-VerW 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.This design Is based only upon parameters shown.and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent truckling 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 fabricatlom storage,delivery,erection and braclrig of trusses and truss systems,seeANSVTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 ' I pp- Job Truss Truss Type T10746727 74221 AI MONO TRUSS 1 _ Jab Reference 6pt,,6;el Chambers Truss, Fort Pierce,FL -7.640 s Apr 19 2016 MiTek Inuuc es,Inc.Tue Mar 28 13:19:35 2017 Page 1 1 D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-MNRSx1 u4ar,.v,HbFYfdU5Gg9fjwhrAftVc7MPTjzW PPM 1-11-6 1-11-6 Scale=1:9.6 2 6.00 12 1 I I I i 3x4= 3 1-11-6 1-11-6 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:6lb FT=O/a LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc purls Is. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/sfze) 1=96/0-8-0,2=51/Mechanical,3=25/Mechanicai Max Harz 1=56(LC 10) Max Upliftl=-33(LC 10),2=-44(LC 10),3=-7(LC 10) Max Gravl=101(LC 15),2=60(LC 15),3=33(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 33 lb uplift at joint 1,44 lb uplift at joint 2 and 7 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i I I I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE . Design valid for use only with MITek®connectors.Ttils design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addilional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing!of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I Job Truss I Truss Type I T10746728 74221 AJ SPECIAL 1 Job Reference 'my-al) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek In?. rtes,Inc. Tue Mar 28 13:19:36 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-qa_g9MviLbOvlgkDL?KpthnsJxNv6fem5zO9zW PPL 1-8-7 i _4-4-6 ` 1-8-7 2-7-15 �. i Stale=1:14.0 3 6.00 F12 3x4 I 4x4= LJ n 0 0 52x3 I i 6 3x8 II 4 3x4 I 1-8-7 4-4-6 1-8-7 2-7-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17 lb FT=0%a LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlin I, except BOT CHORD 2x4 SP No.3 end,verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=183/Mechanical,4=183/Mechanical Max Horz6=72(LC 10) Max Up1ift6=-68(LC 10),4=11 O(LC 10) Max Grav6=183(LC 1),4=201(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 6 and 110 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valld for use only with MITek®connectors.1141s design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer mu'st'vetIfy the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addilional 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 fnrsses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 L Job Truss Truss Type _ Roll T10746729 74221 AK SPECIAL 1 JobOR I al Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Inurri�ries,Inc. Tue Mar 28 13:19:36 2017 Page 1 ID:bsGbjd9fv_opsmc7NsrcEXzvUm?-ga_g9Mvi 1 Ov1gkDL?KpthpBJ10v66em5z09zWPPL 1-8-7 i 2-4-6 i ' 1-8-7 0-7-15 6.00 12 t Scale=1:8.9 3 3x6= 3x4 I I 1 F2_ n O I 5 4 3x8 I I 3x4 11 2-4-6 2-4-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:9lb FT=O'/o LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=93/0-3-8,4=93/Mechanical Max Horz5=14(LC 10) Max Uplift5=-41(LC 6),4=-50(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 5 and 50 lb uplift at joint 4. 7)"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 MITEKREFERANCE PAGE MII--7473 rev.1010312016 BEFORE USE, , Design valid for use only with MITekO connectors.lhIs design Is based only upon parameters shown,and Is for an Individual bullding component,not a Truss system.Before use,the building.designer mustivertfy the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,i218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I_ Job Truss I Tm'ss—Type T10746730 74221 AL ! O TRUSS 5 Job Reference tonal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTeklNusiries,Inc. Tue Mar 28 13:19:37 2017 Page 1 ID:bsGbjdgfv_oPsmc7NsrcEXzvUm?-ImYCMivK62vTX xm2WZL5EnJjHMeZMo RrWYbzWPPK -2-0-0 6-0-0 i 2-0-0 6-0-0 . _ Scale=1:22.2 3 I 6.o0 12 i I d 2 1 3x4= 4 i 6-0 6-0-0 Plate Offsets(XY)-- f2:Edge,0-0-41 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 0.95 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(fL) -0.09 4-7 >771 240 1 BCLL 0.0 ' Rep Stress[nor YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:22 ib FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlinJ BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=151/Mechanical,2=469/0-8-0,4=5 1/Mechanical Max Horz 2=262(LC 10) Max Uplift3=-134(LC 10),2=-295(LC 10) Max Grav3=178(LC 15),2=486(LC 15),4=90(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l6omph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Intefior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 134 lb uplift at joint 3 and 295 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I i 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl--7473 rev.10103,2015 BEFORE USE. Design valid for use only with MITekO 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 betiding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI 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 I Job Truss Truss Type T10746731 74221 AN MONO HIP 1 Job Reference :Anal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek IMastries,Inc. Tue Mar 28 13:19:37 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ImYCMivK62vFY, xm2WZL5Ew8jKHeX8o4RrWYbzWPPK r 3-6-0 9-0-0 11-21 i 3-6-0 5-6-0 2-2-0 4x4= 3x4 Scale=1:35.5 PPPP_ i 3 4 6.00 F12 I 2x3 11 M 2 m 1 6 5 4x8= 3x4= 7 O 2x3 11 2X3 8 r 3-4-0 3-br0 9-0-0 i 11-2-0 3-4-0 0O 21 5-6-0 2-2-0 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 0.32 Vert(LL) 0.04 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(rL) -0.09 6-7 >948 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horc(rL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:62 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purli is, except BOT CHORD 2x4 SP M 3D end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-8:2x8 SP 240OF 2.0E REACTIONS. (lb/size) 7=693/0-4-0,8=285/0-7-4 Max Horz7=263(LC 10) Max Uplift7=-451(LC 10),8=-171(LC 10) Max Grav7=693(LC 1),8=313(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=278/101,5-8=-313/171 BOT CHORD 1-7=-77/252 WEBS 2-7=-478/478 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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)Bearing atjoint(s)8 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 451 lb uplift at joint 7 and 171 lb uplift at joint 8. 8)"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 MTTEK REFERANCE PAGE M11-7473 rev.10103,2015 BEFORE USE. Design valid for use only with MITek®connectors-This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indl�_-ated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcatton,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd: Safety Information available from Truss Plate I Institirte,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type T10746732 74221 AO MONO TRUSS 1 Job Reference - onal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MilrekTYl.��11s,,,,tries,Inc. Tue Mar 28 13:19:37 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ImYCMivK62v. uPxm2WZL5E_BjHyeX2o4RrWYbzWPPK 3-10-1 7-10-0 3-10-1 3-11-15 � 3x4 11 Scale=1:41.4 3 6.00 12 3x4 2 m ci 3x4 II ° 1 � w N r I 4 3x8= 53x4= 6 I i 7-2-12 7-104 7-2-12 -7-4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.15 4-5 >603 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(fL) -0.37 4-5 >241 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:63 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purli Is, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6:2x8 SP 240OF 2.0E REACTIONS. (lb/size) 5=332/0-3-8,6=332/0-7-4 I Max Horz 5=215(LC 10) Max Upliit5=-56(LC 10),6=-267(LC 10) Max Grav5=332(LC 1),6=394(LC 15) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-6=-394/302 WEBS 2-4=302/319 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Intedor(1)zone;C-C for members and forces&MW FRS for reactions shown; 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)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 lb uplift at joint 5 and 267 lb uplift at joint 6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design 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 jTek• 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,seeANSfMI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.1 Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 1 I Job Truss Truss Type T10746733 74221 B HIP 1 Job Reference b '0nal Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek ir&vstries,Inc. Tue Mar 28 13:19:38 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-my6ba2wyM582z7Km 1 oulnON7dMNxgxl5a341 zW PPJ 5-9-4 , 11-0-0 18-10-0 24-0-12 0 10-0 31-10-0 r 2-0-0 5-9-4 5-2-12 7-10-0 5-2-12 544 2-0-0 Scale=1:57.0 4xB= 4x6= 4 5 6.00 FIT 3x4 i 3x4 3 6 pppp- 0 N m 2 7 m a, 9 101Ia 1 8 20 0 13 12 11 10 9 3x5= 2x3 II 3x4= 3x6= 3x8= 2x3 I 3x5= i 5-9-4 11-0-0 18-10-0 24-0-12 29-10-0 5-9-4 5-2-12 7-10-0 5-2-12 5-9-4 Plate Offsets_(X,Y)-- (4:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.11 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.31 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.38 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 2=1487/0-8-0,7=1487/0-8-0 Max Horz2=290(LC 9) Max Uplift2=-818(LC 10),7=-818(LC 10) Max Grav2=1500(LC 15),7=1488(LC 16) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2386/1221,3-4=-1929/1083,4-5=1665/1043,5-6=-1930/1082,6-7=-2386/1221 BOT CHORD 2-13=844/2221,12-13=844/2221,12-20=570/1763,11-20—570/1763,10-11=-570/1763, 9-10=-844/2056,7-9=844/2056 WEBS 3-12=-535/316,4-12=-115/468,5-10—115/448,6-10543/316 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57fh eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 tit 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 818 lb uplift at joint 2 and 818 lb uplift at joint 7. 7)"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/TEK REFERANCE PAGE MI1-7473 rev.1 010 32 0 1 5 BEFORE USE Design valid for use only with MITek9 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcafion,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd! Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type T10746734 74221 C HIP i Job Referenc ontional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTet:l�dustries,Inc. Tue Mar 28 13:19:39 2017 Page 1 ID:bsGbjdgfv_opsmc7NsrcEXzvUm?-E9gznOxaegnv nCYJuTZ1QWJFIXzG6L65XIKdcUzWPPI -2-0-0 8-4-10 13-0-0 16-10-0 21-5-6 29-10-0 31-10-0 2-0-0 8-4-10 4-7-6 3-10-0 4-7-fi 8-4-10 �-� 2-0-0 Scale=1:57.9 i 4x4= 4x4= 6.00 12 5 6 1 3x4 i 3x4 3x6�, 4 7 3x6 3 8 0 e m 2 _ 9 0) 1 ° 10 16 15 14 13 12 11 3x5 i 2x3 I 3x6= 3x4= 2x3 11 3x5 3x4= I 8-4-10 13-0-0 16-10-0 21-5-6 29-10-0 8-4-10 4-7-6 3-10-0 4-7-6 8-4-10 Plate Offsets(X,Y)-- f2:0-2-10,0-1-81,(9:0-2-10,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.28 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:149lb FT=O% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1487/0-8-0,9=1487/0-8-0 Max Horz 2=334(LC 8) Max Upllft2=818(LC 10),9=-818(LC 10) Max Grav2=1517(LC 15),9=1517(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2208/1082,3-4=2046/1096,4-5—1680/983,5-6=-1426/926,6-7=-1680/983, 7-8=2048/1096,8-9=-2208/1082 BOT CHORD 2-15=-688/2061,14-15=-688/2061,13-14=-395/1526,12-13=-395/1526,11-12=688/1861, 9-11—688/1861 WEBS 4-15=0/272,4-14=-731/401,5-14=-246/498,6-12=-246/499,7-12=-733/401,7-1 1=012 72 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22fh B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 818 lb uplift at joint 2 and 818 lb uplift at joint 9. 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 MITEKREFERANCE PAGE MIF7473 rev.1010=015 BEFORE USE. Design valid for use only with MITeW 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,verlfy 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 i�iTek� 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/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute,1 218 N.Lee Street,Suite 312,Mexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type �467 74221 D COMMON Job Re'fer . " tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek40.dustries,Inc. Tue Mar 28 13:19:39 2017 Page 1 ID:bsGbld9fv_oPsmc7NsrcEXzvUm?-EggznOxad ymCYJuTZ1OWJELXxi6K55XIKdcUzWPPI i 7-5-8 14-11-0 22-4-8 _ 29&0 31-10-0 , 7-5-8 7-5-8 7-5-8 7-5-8'�-� 2-0-0 Seale=1:53.9 I 4x6= 6.00 12 4 4x6 i 2x3 2x3\\ 4x6 2 3 5 6 1 71 m I m e 8 10 11 18 10 19 - 9 3x4= 4x6= 3x4= 4x5= US= i 9-11-5 19-10-11 29-10-0 9-11-5 9-11-6 9-11-5 Plate Offsets(X Y)-- f1:0-1-0,Edgel,f3:0-3-0,Edgel,f5:0-3-0,Edgel,f7:0-1-0,Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.35 9-11 >999 360 MT20 244/1901 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.67 9-11 >538 240 BCLL 0.0 Rep Stress Incr YES W B 0.63 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:136 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purl ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1341/0-8-0,7=1488/0-8-0 j Max Horz 1=-362(LC 8) Max Upliftl=651(LC 10),7=-820(LC 10) Max Gravl=1381(LC 15),7=1527(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2353/1185,2-3=2087/1119,3-4=2075/1148,4-5=-2069/1137,5-6=-2081/1109, 6-7=-2346/1173 BOT CHORD 1-11=-802/2269,11-18=-337/1422,10-18=-337/1422,10-19=337/1422,9-19=-337/1422, 7-9=-793/1980 WEBS 4-9=-381/919,6-9—585/462,4-11=-397/927,2-11=-589/470 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57fh eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)The solid section of the plate is required to be placed over the splice line at joint(s)10. 4)Plate(s)at joint(s)10 checked for a plus or minus 4 degree rotation about its center. 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,with BCDL=I O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 651 lb uplift at joint 1 and 820 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I i i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mf1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTek®connectors!This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street,Suite 312.AJexandrla,VA 22314. Tampa,FL 33610 i i I i Jab Truss I Frussype _ �, Oty4 ,Ply Barbados s!3 T10746736 74221 D1 IN � � -3 _ 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL I 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:40 20' Paga 1 ID:bsGbjdgfv_oPsmc7NsrcEXzvUm?-jLEL_kyCOzHpOM7WSB4GzjsP5xGwrnjEmt dA9wzvvPPH -2-0-0 7-5-8 - 14-11-0 22-4-8 29-10-0 , 31-10-0 , 2-0-0 7-5-8 7-5-8 - 7-5-8 - - 7-5-8 ' 1 2-0-0 ' . I Scale=1:56.0 4x6= 6.00 12 5 I i 4x6 i 2x3 7 2x3\\ 4x6 3 4 6 7 i - I m 2 8 i 9 jo 1 12 19 11 20 10 I 3x4= 4x6= 3x4= 4x4— 4x4= i 9-11-5 19-10-11 29-10-0 ' 9-11-5 9-11-6 9-11-5 Plate Offsets(X,Y)— f2:0-2-4,Edgej,f4:0-3-0,Edgej,(6:0-3-0,Edgej,(8:0-2-4,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.47 Vert(LL) -0.35 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.67 10-12 >536 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:140lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puffins, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1487/0-8-0,8=1487/0-8-0 Max Horz2=-375(LC 8) Max Uplifl2=-818(LC 10),8=818(LC 10) Max Grav2=1526(LC 15),8=1526(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2344/1168,3-4=2079/1103,4-5=-2067/1132,5-6=-2067/1132,6-7=-2080/1103, 7-8=-2345/1168 BOT CHORD 2-12=790/2260,12-19=-333/1420,11-19=333/1420,11-20=-333/1420,10-20=-333/1420, 8-10=790/1979 WEBS 5-10—383/920,7-10=585/462,5-12=-383/919,3-12=585/462 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)The solid section of the plate is required to be placed over the splice line at joint(s)11. 4)Plate(s)at joint(s)11 checked for a plus or minus 4 degree rotation about its center. 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,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 818 lb uplift at joint 2 and 818 ib uplift at joint 8. 8)"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 MfiEKREFERANCE PAGE MR 7473 rev.f0/03/2015 BEFORE USE. Design valid for use only with MiTew connectors.iThis design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mile! Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecflon and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Mexandrim VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Oty, Ply Barbados 513 T10746737 74221 E SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tus Mar 28 13:19:41 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-BXojC4zr9HPg?W ii?ubVVxPaW Kdla93O?3pkhMz W P PG 9-0-0 10-4-a 17-6-0 z3-0-0 28-4-0 33-5-0 36-6-0 ,40- , 2-8-10 1-4-0 7-4-0 '4-0 5-4-0 2-4-0 I Scale=1:78.4 I j i 5x8= 4x5 4x8= 4x5= 3x4 II 3x6= 4x5= 3x8= 5x6= 6.00 12 4 5 6 27 28 7 8 9 10 11 12 3x4\\ 3 m mEM o m v m 2 17:: 19 17 Io 0 1 8x12= 18 6x8= 23 22 21 20 3x8= 16 15 14 13 3x6 3x6— 6x10= 3x4 11 3x4 II 44= 3x8= 3x6 l 3x4= 10-4-0 9.0.0 10-0-0, i7-e-o z3-o-o za-a-0 33-s-o 38-s-0 4610-0 'I-D-0� 74-0 54-0 5-4.0 5-1-0 5-1-0 24-0 04-0 Plate Offsets(X,Y)-- f2:0-2-9,0-1-81,f4:0-6-0,0-2-81,(11:0-3-0,0-2-01,f17:0-6-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.16 17-18 >999 360 MT20 244/190, TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.37 17-18 >989 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:261 lb FT=l0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purl ins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 6-20,9-16:2x4 SP No.3 BOT CHORD Rigid ceifing directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 19-21,5-19,10-14 5-21:2x6 SP No.2 REACTIONS. (lb/size) 13=1159/Mechanical,21=2648/0-8-0 Max Horz 21=290(LC 10) Max Upliftl3_512(LC 7),21=-1908(LC 10) Max Grav 1 3=1 257(LC 20),21=2648(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1562/1118,3-4=-1653/1301,4-5_1819/1342,5-6=-1534/589,6-27=-2350/1026, 27-28—2350/1026,7-28=-2350/1026,7-8=-2350/1026,8-9=-2350/1026,9-10=-2565/1169, 10-11=-604/288,11-12=699/299,12-13=-1239/513 BOT CHORD 2-23=-916/1615,22-23=916/1615,21-22=-1149/1848,6-19=-1093/927,18-19=-566/1537, 17-18=-1157/2598,14-15=-685/1528 WEBS 3-22=387/380,4-22=-920/334,4-21=766/1522,5-21=157811 075,19-21=-I 293/1773, 5-19=-1389/2403,6-18=-1022/1184,7-18=-370/309,9-18—453/544,15-17=-657/1467, 10-17=-555/1257,10-14=-1257/582,12-14=-456/1064 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plate(s)at joint(s)23 checked for a plus or minus 5 degree rotation about its center. 5)This truss has been designed for a 10.0 psi 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others),of truss to bearing plate capable of withstanding 512 lb uplift at joint 13 and 1908 lb uplift at joint 21. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. �' Design valid for use only with MITek9 connectors,This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of misses and truss systems,seeANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I I � I Job Truss Truss Type Qty, Ply Barbados 5!3 T10746738 74221 F SPECIAL 1 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:42 2017 Page 1 I D:bsGbjdgty_oPsmc7NsrcEXzvUm?-fkM5PQzTwbXXdgHuZc6k28xn_k_kJbEXDjYHDpzW PPF i-2-0-0 5-9-4 11r0-0 , 17-8-0 23-0-0 28-4-0 , 32-5-0 , 36: 40-10-0 5-9-4 ' 5-2-12 ' 6-8-0 -4-0 4-1-0 4-1-0 Scale=1:78.4 i 5x8= 4x5= 3x4 I 3x6= 4x5= 3x4= 5x6= 4 5 25 26 6 7 8 g 10 6.00 F12 4x5 3x4 i 11 3 m 0 m Lb ab 2 17 15 o m 0 1 8X12= 16 8x12= 21 20 1g 18 US= 14 13 12 3x5= 3x4 11 3x6= 6x10= 3x4 I 3x4 15x14= 3x6 I I 5-9-4 10-4-12 11-0r0 17-8-0 23-0-0 28-4-0 36-6-0 40-10-0 5-9-4 4-7-8 0-7-45-4-0 5-4-0 8-2-0 �- 4 Plate Offsets(X,Y)— f2:0-5-4,0-0-41,(4:0-3-4,0-2-81,[10:0-3-0,0-2-01,[13:0-6-4,0-2-01 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) -0.10 13-14 >999 360 MT20 24411911 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.30 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.98 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:264lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 5-18,8-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at micipt 4-17 4-19:2x6 SP No.2 REACTIONS. (lb/size) 12=1105/Mechanical,19=2701/0-11-5 Max Harz 19=290(LC 10) Max Upliftl2=-434(LC 7),19=-1972(LC 10) Max Grav 12=1216(LC 20),19=2701(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1273/971,3-4=-1879/1485,4-5=-980/383,5-2 5=-1 6791742,25-26=-1679/742, 6-26=-16791742,6-7=-1679/742,7-8=-1679/742,8-9=-1862/846,9-10=832/368, 10-11=-988/385,11-12=1188/439 BOT CHORD 2-21=-786/1352,20-21=-786/1352,19-20=786/1352,5-17=-1 167/983,16-17=-334/979, 15-16=-807/1887 WEBS 3-21=377/200,3-19=546/829,4-19=-2086/1770,17-19=1200/1611,4-17=-1144/1930, 5-16=-946/1113,6-16=371/309,8-16=4281514,13-15=-578/1278,9-15=-2871708, 9-13=-980/508,11-13=-393/1028 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=221t;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 434 lb uplift at joint 12 and 1972 lb uplift at joint 19. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev.1010312016 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a teas 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 oNy.Additional temporary and permanent bracing �Te k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd.j Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss I Truss Type . Qty, Ply Barbados SI3 ' T10746739 74221 G HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19A3 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-7wwUdm_5hufOFps57JdzbM Uvf8Kh26FgSNigmFzW P PE -2-0-0 7-11-13 13-0-0 20-2-934-6-0 40-10-0 2-0-0 7-11-13 5-0-3 7-2-9 7-0-13 7-2-9 6-4-0 Scale=1:78.4 i 6xl0 MT18HS= 6.00 12 3x4 II 3x6= 3x8= 5X6= 5 22 6 7 8 9 3x6 G 3x4 i 4x6 4 10 m 3 0 m m m m 2 �1 J 18 17 16 23 15 24 14 13 25 12 11 3x4 I 3x6= 4x10= 3x4 II 3x8= 3x4 I < NZ 3x5= 6x8= 3x6= i 7-11-13 12-4-12 13-0,-0 20-2-9 271-7 34-6-0 40-10-0 7-11-13 4-4-15 0-71 7-2-9 7-0-13 7-2-9 Plate Offsets(X,Y)-- f2:0-0-4,0-0-01,f5:0-5-0,0-2-61,f9:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.06 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.15 12-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress[nor YES W B 0.74 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/fPI2007 (Matrix-M) Weight:242 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP NO.3"Except' BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. 5-17:2x6 SP No.2 WEBS 1 Row at midpt 5-17,5-15,8-15,8-12 REACTIONS. (lb/size) 17=2919/0-11-5,11=888/Mechanical Max Horz 17=290(LC 10) Max Upliftl7=-2228(LC 10),11=-308(LC 7) Max Grav17=2919(LC 1),11=1055(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1601/1122,3-4=-1576/1243,4-5=-2162/1723,5-22=737/210,6-22=-737/210, 6-7=-737/210,7-8=-737/210,8-9=789/330,9-10=-963/337,10-11=-999/323 BOT CHORD 2-18=-1004/1681,17-18=1004/1681,16-17=-1483/2051,16-23=1483/2051, 15-23=-1483/2051,15-24=-384/1017,14-24=-384/1017,13-14=-384/1017, 13-25=-384/1017,12-25=-384/1017 WEBS 4-18=-462/262,4-17=-615/917,5-17=2419/2272,5-15=1521/1948,6-15=534/442, 8-15=932/938,8-13=0/341,8-12=-362/173,9-12=149/299,10-12—288/843 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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 psi 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 tali by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2228 lb uplift at joint 17 and 308 lb uplift at joint 11. 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 MITEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing N1�T�k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type a oty. Ply Barbados 1 T10746740 74221 GRA HIP 1 1 . Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.940 s Apr 19 2016 MTt ek Industries,Inc. Tue Mar 28 13:19:44 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-b6Tsg5?jSCnFszRH hO8C7Z10sYZPnZTq'h11 OIhzW PP D -2-0-0 7-0-0 123-15 17-6-1 22-10-0 29-10-0 31-10-0 2-0-0 7-0-0 5-3-15 5-2-3 5-3-15 7-0-0 2-0-0 i Scale=1:57.0 5x8 MT18HS= 2x3 11 2x3 11 5x8 MT18HS= 3 20 21 22 4 23 24 25 5 26 27 28 6 6.00 12 m 0 7 Cl) ` 2 8 16 1 13 29 30 12 31 11 32 33 10 34 35 9 2x3 11 5x8 MT18HS= 4x4= 2x3 11 3x8 1 3x8� 4x4= 7-0-0 123-15 17-6-1 22-10-0 29-10-0 7-0-0 5-3-15 5-2-3 5-3-15 7-0-0 Plate Offsets(Y Y)-- (2:0-2-9,0-1-81,13:0-5-8,0-2-41,16:0-5-8,0-2-41,f7:0-2-9,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.41 1'0-12 >864 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(fL) -0.67 10-12 >533 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.20 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:137lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=2504/0-8-0,7=2504/0-8-0 Max Horz 2=-201(LC 6) Max Uplift2=1621(LC 8),7=-1621(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4490/2799,3-20=-5179/3370,20-21=-5179/337.0,21-22=-5179/3370, 4-22=5179/3370,4-23=-5179/3370,23-24=5179/3370,24-25=-5179/3370, 5-25=-5179/3370,5-26=-5179/3370,26-27=-5179/3370,27-28=-5179/3370, 6-28=5179/3370,6-7=4490/2799 BOT CHORD 2-13=-2334/3907,13-29=-2340/3928,29-30—2340/3928,12-30=2340/3928, 12-31=-3115/5179,11-31=3115/5179,11-32=-3115/5179,32-33=-3115/5179, 10-33=-3115/5179,10-34=2289/3928,34-35=2289/3928,9-35=2289/3928, 7-9=2284/3907 WEBS 3-13=-144/586,3-12=-1019/1596,4-12=655/608,5-10=-645/600,6-10=-993/1560, 6-9=148/586 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1621 lb uplift at joint 2 and 1621 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)187 lb down and 403 lb up at 7-0-0, 86 lb down and 176 lb up at 9-0-12,86 lb down and 176 lb up at 11-0-12,86 lb down and 176 lb up at 13-0-12,86 lb down and 176 lb up at 14-11-0,86 lb down and 176 lb up at 16-9-4,86 lb down and 176 lb up at 18-9-4,and 86 lb down and 176 lb up at 20-9-4,and 244 lb down and 434 lb up at 22-10-0 on top chord,and 400 lb down and 239 lb up at 7-0-0,63 lb down and 4 lb up at 9-0-12,63 lb down and 4 lb up at 11-0-12,63 lb down and 4 lb up at 13-0-12,63 lb down and 4 lb up at 14-11-0,63 lb down and 4 lb up at 16-9-4, 63 lb down and 4 lb up at 18-9-4,and 63 lb down and 4 lb up at 20-9-4,and 400 lb down and 239 lb up at 22-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ®{YARNING-Verlry design pammerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. ' Design valid for use only wllh MITek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall rT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I lek• Is always required for stability and to prevent collapse with possible personal Injury and property drrnage. 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 Bid. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss I Truss Type ♦ City. Ply Barbedos 513 T10746740 74221 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:19:44 2017 Page 2 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-b6Tsg5?jSCnFszRH hOBC7Z10sYZPnZTghl 1 OIhzW PPD NOTES- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-6=-70,6-8=-70,14-17=-20 Concentrated Loads(lb) Vert:3=187(B)6=-187(B)13=400(B)9=-400(B)20=-86(B)22=-86(B)23=-86(B)24=-86(B)25=-86(B)26=-86(B)28=-86(B)29=37(B)30=-37(B)31=-37(B)32=37(B) 33=37(B)34=37(B)35=-37(B) i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev.1OPo32015 BEFORE I.E. Design valid for use only with MITekba connectors:This design Is based only upon parameters shown,and Is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty. Ply Barbados 5/3 74221 GRB COMMON 1 1 ' T10746741 Job Reference(optional) Chambers Truss, Fort Pierce,FL j 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:45 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-3J 1 E2ROLD Ww6U70TEkf RgnZBhy_I W?kzvgnxg7zW PPC r 5-9-4 10-4-2 14-11-0 1 19-5-14 24-0-12 29-10-0 31-10-0 , 5-9-4 4-6-14 4-6-14 4-6-14 4-6-14 5-9-4 2-0-0 � Scale=1:58.2 4x5 11 6.00 12 5 3x8 i 3x8 5x6 WB i 6 4 5x6 WB� 7 3x5 3 I 3x5 2 8 1 g 0 16 21 22 15 23 14 13 24 25 12 26 11 5x14-5�- 3x8 II 8x10= US 8x10= 3x8 II 5x14 10x10= i 5-9-4 10-4-2 14-11-0 19-5-14 24-0-12 29-10-0 4-fi-14 4-6-14 4-0-14 4-6-14 5-9-4 Plate Offsets(X,Y)-- (1:0-2-7,Edge),(3:0-3-0,Edge),(7:0-3-0,Edge1,(9:0-2-7,Edgel,(12:0-3-8,0-4-01 (15:0-3-8,0-4-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.8o Vert(LL) 0.38 13-15 >935 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.62 12-13 >581 240 BCLL 0.0 Rep Stress Incr NO W B 0.81 Horz(TL) o.18 9 n/a n/a BCDL 10.0 Code FB02014frPI2007 (Matrix-M) Weight:193 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2x4 SP No.3*Except' WEBS 1 Row at mfdpt 5-13,6-13,4-13 5-13:2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=3513/0-8-0,9=3570/0-8-0 Max Horz 1=-362(LC 6) Max Upliftl=2042(LC 8),9=-2180(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7491/4391,2-3=-6088/3617,3-4=-6018/3627,4-5=-4673/2878,5-6=-4673/2878, 6-7=5945/3600,7-8=-6015/3590,8-9=-7215/4219 BOT CHORD 1-16=3734/6636,16-21=-3734/6636,21-22=-3734/6636,15-22=3734/6636, 15-23=-2911/5383,14-23=-2911/5383,13-14=2911/5383,13-24—2887/5317, 24-25=-2887/5317,12-25=-2887/5317,12-26=-3577/6387,11-26=-3577/6387, 9-11=-3577/6387 WEBS 5-13=-2350/3800,6-13=-1814/1175,6-12=-964/1624,8-12=-1260/812,8-11=-492/866, 4-13_1912/1210,4-15=-1004/1731,2-15=-1475/970,2-16=613/1066 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ff;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)The solid section of the plate Is required to be placed over the splice line at joint(s)14. 4)Plate(s)at joint(s)14 checked for a plus or minus 2 degree rotation about its center. 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 2042 lb uplift at joint 1 and 2180 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)685 lb down and 491 lb up at 5-9-4, 373 lb down and 227 lb up at 7-9-4,373 lb'down and 233 lb up at 9-9-4,373 lb down and 252 lb up at 11-9-4,373 lb down and 252 lb up at 13-9-4,373 lb down and 252 lb up at 15-9-4,373 lb down and 252 lb up at 17-9-4,373 lb down and 252 lb up at 19-9-4,and 373 lb down and 252 lb up at 21-9-4,and 583 lb down and 426 lb up at 23-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. j Design valid for use only with Milek®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 property incorporate this design into the overall ■•Y bu0dng 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. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 1 �I Job Truss Truss Type Qty. Ply Barbados 5/3 i T10746741 74221 GRB I COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:19:45 2017 Page 2 1 D:bsGbjd9fv_oPsmc7Nsrc EXzvU m?-3J 1 E2ROLD W w6U70TEkfRgnZBhy_I W?kzvgnxg7zW PPC I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-70,5-10=-70,1-9=-20 Concentrated Loads(lb) Vert:14=373(F)12=-373(F)11=-583(F)16—685(F)21=-373(F)22=-373(F)23=-373(F)24=-373(F)25=-373(F)26=-373(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.I M32015 BEFORE USE. � Design valid for use only with MITek®conneclors.11his design is based only upon parameters shown,and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW 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/TP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insiltule,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Barbed os s/3 T10746742 74221 GRC SPECIAL 1 3 Job Reference o tional Chambers Truss, Fort Pierce,FL I 7,640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:47 2017 Page 1 I D:bsGbjd9tv_oPsmc7Nsrc EXzvU m?-Oh9_S71 bl7Agj R9sM9ivICeZBIYS_u3GN_G2vOzW PPA 2-4-0 , 5-1-4 7-10-7 9-10-8 11-10-9 13-1 1-0 14-11-P 18-2-0 21-9-3 25-4-5 29-10-0 ,31-10-0 r2-4-0 2-9-4 �2-9-4 2-0-1 2-0-1 2-0-7 1-0-0 "0 3-7-3 3-7-3 4-5-11 2-0-0 Scale=1:62.3 6x10 MT18HS I I 6.00 12 7XBMT18HS= 7 8 6x10= 8xl4 MT18HS= 7x8= 6x8= 2x3 II 5 9 I 1 2 3 10 5x6 WB� 11 r; 12 m 5 L31 2432 33 2334 2235 213618 13 30 7x8= 37 38 392 " o 27 268x10= 6xio= 19 8x12= 1410 -o 7x8 MT18HS= 5x12 MT18HS II 17 16 15 5x14 T 10x14 MT18HS= 4x8 I 10x14= �2_4-0 5-1-4 7-10-7 9-10-8 11-10-9 13-11-0 18-2-0 I , 25-4-5 29-10-0 2 4-0 2-9-4 2-9-4 2-0 1 2 0 1 ' 2-0-7 ' 4-3-0 3-7-21-9-3 3 3-7-3 4-5-11 Plate Offsets(X,Y)-- (5:0-7-0,0-4-01,(11:0-3-O,Edgel,f13:0-2-7,Edgel,f18:0-5-4,0-4-01,(22:0-3-8,03-81,(25:0-6-8,0-4-41,f27:0-3-12,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.54 18-19 >653 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.82 18-19 >432 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.88 Horz(TL) 0.34 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:T71 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc pudins, except 4-5,5-6:2x6 SP No.2 end verticals. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-26,9-17:2x4 SP No.3,20-25,13-17:2x6 SP 240OF 2.0E 7-19:2x4 SP M 30 WEBS 2x4 SP No.3`Except` 1-27:2x6 SP No.2,1-25,2-24,18-20,8-20,16-18:2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 27=12428/0-8-0,13=9995/0-8-0 Max Horz27=-380(LC 8) Max Uplift27=-7819(LC 8),13=-6362(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-27=-1 1 504/70 21,1-2=-8618/5257,2-3-17899/11209,3-4=-17899/11209, 4-5=23658/14811,5-6=22978/14412,6-7=-20818/13076,7-8=-20181/12733, 8-9=-20974/13292,9-10=21004/13202,1 0-1 1=-20725/1 31 30,11-12=-20762/13121, 12-13=21685/13638 BOT CHORD 25-26=-202/350,2-25=-8970/5780,25-31=-5256/9014,24-31=-5178/8884, 24-32=15035/24590,32-33=15035/24590,23-33=-15035/24590,23-34=14991/24523, 22-34=-14991/24523,22-35=-13268/21820,21-35=-13268/21820,21-36=-13980/22979, 20-36=-13980/22979,19-20=-1213/1985,7-20=-708/1085,19-37=-1387/2300, 37-38=-1387/2300,38-39=-1387/2300,39-40=-1387/2300,18-40=1387/2300, 17-18=-903/1523,9-18=355/96,17-41-638/1040,41-42=-638/1040,42-43=-638/1040, 16-43=-638/1040,1 6-44=-1 201 5/1 9345,44-45=-1 2 01 5/1 93 45,1 5-45=-1 201 5/1 9 345, 13-15=12015/19345 WEBS 25-27=-238/462,1-25=-8573/14059,2-24=-8202/12778,3-24=-305/205,4-24=-9705/6100, 4-23=923/1345,4-22=-4941/3147,5-22=-3870/6144,5-21=-1593/2611,6-21=648/415, 6-20=-9008/5661,18-20=-8724/14513,8-20=-8 0 69/1 30 00,8-18=3345/5075, 16-18=11286/18233,10-18=-310/459,10-16=-754/214,12-16=-932/628,12-15=-459/712 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITek®connectors:This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of tnr55eS and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Oty, Ply Barbados 5!3 T10746742 74221 GRC SPECIAL 1 3 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Tue Mar 28 13:19:47 2017 Page 2 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-Oh9_S71 bl7Agj R9sM9ivICeZBIYS_u3GN_G2vOzW PPA NOTES- 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (directional);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise Indicated. 7)All plates are 3x4 MT20 unless otherwise indicated. 8)The solid section of the plate is required to be placed over the splice line at joint(s)5,11. 9)Plate(s)at joint(s)5 checked for a plus or minus 2 degree rotation about its center. 10)Plate(s)at joint(s)11 checked for a plus or minus 3 degree rotation about its center. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)'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. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7819 lb uplift at joint 27 and 6362 lb uplift at joint 13. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1198 lb down and 754 lb up at 0-11-12,1167 lb down and 738 lb up at 2-11-12,1167lb down and 738 lb up at 4-11-12,814 Ito down and 699 lb up at 5-9-4,1167 lb down and 738 lb up at 6-11-12,373 lb down and 277 lb up at 7-9-4,1164 lb down and 736 lb up at 8-11-12,373 lb down and 283 lb up at 9-9-4,1173 lb down and 743 lb up at 10-11-12,373 lb down and 252 lb up at 11-9-4,1166 lb down and 742 lb up at 12-11-12,373 lb down and 252 lb up at 14-0-12,1217 lb down and 776 lb up at 14-11-12,373 lb down and 252 lb up at 15-9-4,1199 lb down and 767lb up at 16-9-4, 373 lb down and 252 lb up at 17-9-4,1199 lb down and 764 lb up at 18-9-4,373 lb down and 252 lb up at 19-9-4,1196 lb down and 739 lb up at 20-9-4,373 Ib down and 252 lb up at 21-9-4,and 2201 lb down and 1561 Ito up at 22-9-4,and 625 lb down and 460 lb up at 23-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=-70,4-5=-70,5-6=-70,6-8=-70,8-14=-70,26-27=20,20-25=20,18-19=-20,13-17=-20 Concentrated Loads(Ib) Vert:24=1167(F)23=-373(B)22=373(B)21=-373(B)20=373(B)16=-373(B)30=-1198(F)31=-1167(F)32=-814(B)33=1167(F)34=1164(F)35=-1166(F)36=-1166(F) 37=-1199(F)38=-373(B)39=-1199(F)40=-373(B)41=-1199(F)42=-373(B)43=-1196(F)44=-2201(F)45=-625(B) i WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0311015 BEFORE USE Design valid for use only with MITek®connectors.IThis design Is based only upon parameters shown,and Is for an Individual[wilding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building Is always required fn. or stability Indicated to prevent collapsevent lwitith o Individual truss f personal web�adnnddrproperrtyord embersddaamage nlFor generallguidance regarding he al temporary and permanent bracing MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty� Ply Barbados513 iI T10746743 74221 GRD '� HIP 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tus Mar 28 13:19:48 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-UujNgT2EW RlhLbk2wsD81 PBm_90NjM8Qce?bRSzW PP9 4-3-7 7-11-0 12-5-0 i 13-7-4 i 20-8-0 _ 22-8-0 4-3-7 3-7-10 4-6-0 1-2-4 7-0-12 2-0-0 Scale=1:39.1 5X8— 4x6= 3 4 3x4 6.00 12 5 3x5 i 2 N Q 1 6 Ig 18 19 12 20 21 11 10 22 23 9 8 7 = 5x8= 3x8 II 6x8 8x10= 3X8 II 3x10 loxio= i 4: 7-11-0 12-5-0 13-7-4 20-8-0 ' 4_7 4-6-0 1-2-4 7-0-12 Plate Offsets(X,Y)-- f1:0-0-0,0-1-11,f3:0-6-0,0-2-81,f6:0-2-9,0-1-81,[11:0-3-8,0-5-01 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 0.54 Vert(LL) 0.20 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.32 9-11 >782 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.09 6 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:246lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc puffins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=6531/0-3-8,6=4830/0-8-0 Max Horz 1=212(LC 6) Max Upliftl=3816(LC 8),6—2999(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1 1 672/6844,2-3=-9335/5579,3-4=-8310/5131,4-5=-9203/5670,5-6=-9880/5969 BOT CHORD 1-1 8=-5 937/1 0371,18-19—5937/10371,12-19=5937/10371,1 2-20=-5 93 7/1 0371, 20-21=-5937/10371,11-21=5937/10371,10-11=-4782/8450,10-22=4782/8450, 22-23=-4782/8450,9-23=-4782/8450,8-9=-5119/8749,6-8=-5119/8749 WEBS 2-12=1141/2053,2-11=-2416/1440,3-11=2286/4017,3-9=-334/114,4-9=-2479/3994, 5-9=-1629/1143,5-8=-956/1444 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-8 2x4-1 row at 0-7-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3816 lb uplift at joint 1 and 2999 lb uplift at joint 6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1199 lb down and 718 lb up at 1-9-12,1199 lb down and 719 lb up at 3-9-12,1199 lb down and 705 lb up at 5-9-12,1199 lb down and 714 lb up at 7-7-4,1199 lb down and 717 lb up at 9-7-4,and 1196 lb down and 739 lb up at 11-7-4,and 2163 lb down and 1530 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on Ea2e 2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE �' I Design valid for use only with Mlrek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing B NaiTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type a Qty� Ply Barbados5/3 n T10746743 74221 GRD HIP 1 2 Job Reference (optional) i Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:19:48 2017 Page 2 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-U ujNgT2EW RI hLbk2wsD81 PBm_90NjMBQce?bRSzW PP9 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-70,3-4=-70,4-7=-70,6-13=20 Concentrated Loads(lb) Vert:8=-2163(B)18=-1199(B)19=-1199(B)20=1199(B)21=-1199(B)22=-1199(B)23=1196(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITek®connectors.,This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overallbuilding design. Bracing T oe'' Is always required for stability�nid to prevent eveed Is to tocollapsent iwith 1possrble personal Injury and property damage.Individual truss web and/or chord members NFor general guidance regarding the.Addiffortal temporary end Went bracing f 1eR• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Barbados5/3 T10746744 74221 GRE MONO HIP 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:48 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-UujNgT2EW RIhL.bk2ws D81 PBgv91 zj PpQce?bRSzW PP9 -2-0-0 6-5-0 11-5-8 r 16-8-0 2-0-0 6-5-0 5-0-8 5-2-8 Scale=1:31.6 I 4x8= 2x3 Sx6= T 3 4 5 6.00 12 I i 2 � d !I II 9 12 8 13 14 7 15 16 1 _ 3x6= WO 7x8 WB 1ox10= 6 3x10 I I 6-5-0 11-5-8 16-8-0 6-5-0 5-0-8 5-2-8 Plate Offsets(X,Y)-- (2:0-4-12,0-2-51,13:0-5-8,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.13 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.21 7-9 >956 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.03 6 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:202lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc puffins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6:2x6 SP No.2,5-7:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=433410-4-0,2=3208/0-8-0 Max Horz2=279(LC 8) Max Uplift6=-2037(LC 8),2—1860(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6535/3596,3-4=-5507/2812,4-5=-5507/2812,5-6=-3603/1883 BOT CHORD 2-9=3275/5753,9-12=-3354/5881,8-12=-3354/5881,8-13=-3354/5881, 13-14=-3354/5881,7-14=-3354/5881 WEBS 3-9=-1722/2784,3-7=-442/641,4-7=-351/270,5-7=3273/6360 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all piles,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VUlt=160Mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft L=57ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)The solid section of the plate is required to be placed over the splice line at joint(s)8. 6)Plate(s)at joint(s)8 checked for a plus or minus 2 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2037 lb uplift at joint 6 and 1860 lb uplift at joint 2. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2242 lb down and 1561 lb up at 7-0-12,1033 lb down and 532 lb up at 9-0-12,1003 lb down and 454 lb up at 11-0-12,and 881 lb down and 328lb up at 13-0-12,and 759 lb down and 206 lb up at 15-0-12 on bottom chord. The desigrl/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/032()15 BEFORE USE. Design valid for use only with MITek®connectors.IThis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSE-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 yp Job Truss T1'uss Te Qty, Ply Barbedos5/3 !i 'I T10746744 74221 GRE ONO HIP 1 2 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:19:48 2017 Page 2 1 D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-UujNgT2E W RlhLbk2wsD81 PBgv91 zjPpQce?bRSzW PP9 I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-5=-70,2-6=20 Concentrated Loads(lb) Vert:12=-2242(B)13=-1033(B)14=;1003(B)15=-881(B)16=-759(B) ®{YARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1--7473 rev.10/03/2015 BEFORE USE. �' Design valid for use only with Mlrek0 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 property incorporate this design into the overall btDlding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslitute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type + city. Ply Barbados 513 T10746745 74221 GRF MONO HIP 1 1 ' Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:49 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-y4Hltp3sH kQYzkJETakNgdkzgZO2SpiZgl l9zvz W PPB -2-0-D 5-0-0 10-10-0 16-8-0 2-0-0 5-0-0 5-10-0 5-10-0 Scale=1:32.3 4x5= 3x4= 4x4= 3 13 14 4 15 16 17 5 6.00 12 N 1 2 9 18 8 19 7 20 21 22 1 3x6= 6 3x4= 3x4= 4x4= 3x6 11 5-M 10-10-0 16-8-0 5-M 5-10-0 5-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.16 7-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:81lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-10 oc bracing. REACTIONS. (lb/size) 6=1002/0-4-0,2=1149/0-8-0 Max Horz2=238(LC 8) Max Uplift6=585(LC 8),2=-723(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1720/933,3-13=1483/884,13-14=1483/884,4-14=1483/884,4-15=1637/969, 15-16=-1637/969,16-17=-1637/969,5-17=-1637/969,5-6=-924/600 BOT CHORD 2-9=-886/1469,9-18=-969/1637,8-18=-969/1637,8-19=969/1637,7-19=969/1637 WEBS 3-9=2/374,4-7=-527/483,5-7=-1028/1734 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 585 lb uplift at joint 6 and 723 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)142 lb down and 330 lb up at 5-0-0, 42 lb down and 124 lb up at 7-1-13,42 lb down and 124 lb up at 9-1-13,42 lb down and 124 lb up at 11-1-13,and 42 lb down and 124 lb up at 13-1-13,and 42 lb down and 124 lb up at 15-1-13 on top chord,and 95 lb down and 16 lb up at 5-0-0,33 lb down and 8 lb up at 7-1-13,33 lb down and 8 lb up at 9-1-13,33 lb down and 8 lb up at 11-1-13,and 33 lb down and 8 lb up at 13-1-13,and 33 lb down and 8 lb up at 15-1-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-5=70,6-10=20 Concentrated Loads(lb) Vert:3=-142(F)9=64(F)13=42(F)14=-42(F)15=-42(F)16=42(F)17=-42(F)18=21(F)19=-21(F)20=-21(F)21=-21(F) 22=-21(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.!This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,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 it Qty, Ply Barbados 5/3 ' T10746746 74221 GRG HIP - i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:50 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvU m?-QGr7594U22YOauuR 1 H FcNgG7?zfOBMTi3yUiVLzW PP7 i 6-8-0 10-2-0 13-8-0 i 20-8-0 22-8-0 r 6-8-0 3-6-0 3-6-0 7-0-0 2-0-0 Scale=1:38.4 4x5= 3x4= 4x5= 2 16 3 17 4 6,00 12 w _o 1 5 Tm 0 9 8 18 19 7 6 4x5= 3x4= 4x6 3x4= 4x4= 6-8-0 13-8-0 20-8-0 6-8-0 7-" 7-0-0 Plate Offsets(X Y)-- (1:0-0-0,0-0-141,f2:0-2-8,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.19 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.37 7-9 >667 240 BCLL 0.0 Rep Stress Incr NO W B 0.33 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight:92lb FT=O! LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1692/0-3-8,5=1854/0-8-0 Max Horz 1=-184(LC 6) Max Upliftl=-1046(LC 8),5=-1226(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3092/1937,2-16=2688/1816,3-16=-2688/1816,3-17=2709/1817,4-17=2709/1817, 4-5=-3111/1938 BOT CHORD 1-9—1516/2655,8-9=-1718/2905,8-18=-1718/2905,18-19=-1718/2905,7-19=1718/2905, 5-7=1506/2676 WEBS 2-9=374/841,3-9=-390/383,3-7=-366/355,4-7=-396/859 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;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 1046 lb uplift at joint 1 and 1226 lb uplift at joint 5. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)244 lb down and 434 lb up at 6-8-0, 86 lb down and 176 lb up at 8-8-12,86 lb down and 176 lb up at 10-2-0,and 86 lb down and 176 Ib up at 11-7-4,and 187 lb down and 403 lb up at 13-8-0 on top chord,and 400 lb down and 239 lb up at 6-8-0,63 lb down and 4 lb up at 8-8-12,63 lb down and 4 lb up at 10-2-0,and 63 Ib down and 4 Ib up at 11-7-4,and 400 ib down and 239 Ib up at 13-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-70,2-4=-70,4-6=-70,10-13=-20 Continued on page 2 ®WARNING-Verl(y 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 Mllek®connectors.This design Is lased only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall ■■�ai��i a alilwiaayys required for stan. bility and to prevndicated Is to ent cnollapselng of Individual truss web with possible personal Injury andr chord property damage mbers only. F r general guidance regarding he tional temporary and Went bracing M!Tek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss i Truss Type Qty, Ply Barbados 513 T10746746 74221 GRG HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:19:50 2017 Page 2 1 D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-QGr7594U22YOauuR 1 HFcNgG7?zfOBMTi3yUiVLzW PP7 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=-187(F)4=-187(F)8=-37(F)9=-400(F)3=-86(F)7_400(F)16=-86(F)17=-86(F)18=-37(F)19=-37(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. WMM Design valid for use only with MITekO 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 property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing NOW is always required for stability and to prevent collapse with possfbie personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI t 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 city, Pty Barbados 5/3 T10746747 74221 GRH SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tus Mar 28 13:19:51 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvU m?-uSOVi V46pMgFC2Tdb?mrv2pAxM_Ywf9slcEF2nzW PP6 -2-0-0 7-0.0 10-4-0. 14-0-0 17-8-0 23 2-0 28-4-0 34-5-0 40-10-0 2-0-0 7-0-0 3-4-0' 3-8-05-4-0 6-1-0 6-5-0 Scale=1:78.1 5x8MT18HS= 7x10MT18HS= 5x6 WB= 3x4 11 4x6= 4X10= 3x4 11 4x5= 7xl4 MT18HS= 4x4 11 6.00 F12 3 4 5 6 7 27 28 8 9 10 11 12 I a 1 m 2 118 16 io 0 1 ti 10x10= 17 23 22 21 20 19 Sx14= 15 14 13 3x5— 3x6—_ 6x10= 3x4= 3x4 II 3x4 I 7x8= 6x10 MT18HS= 3x6 I 10x14 MT18HS= 7-0-0 10-0-0 10r4-0 14-0-0 171 0 23-0-0 28-4-0 34-5-0 40-1, 7-0-D 3-0-D 0-4-0 3$-0 3-8-0 5-4-0 5-4-0 6-1-0 6-5-0 Plate Offsets(X,Y)— f3:0-6-0,0-2-8),f6:G-3-0,Edge),(9:0-3-0,Edge],f12:Edge,0-3-81,f14:0-3-8,Edge),f16:0-9-4,0-6-12),118:0-5-8,0-7-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.67 16-17 >546 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.20 16-17 >304 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 1.00 Horz(TL) 0.39 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:245lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except` TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc puffins, except 9-12:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. 7-19:2x4 SP No.3,16-18:2x6 SP 240OF 2.GE WEBS 1 Row at midpt 3-21,5-21,7-17,10-17,11-16,11-13 WEBS 2x4 SP No.3`Except` 4-21:2x6 SP No.2,5-18,14-16,11-16,11-13:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=2666/Mechanical,21=5283/0-8-0 Max Horz 21=296(LC 8) Max Upliftl3=1563(LC 5),21=-3618(LC 8) Max Grav 1 3=3008(LC 15),21=5834(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-112411254,3-4=-2190/2572,4-5—2190/2572,5-6=-5491/2802,6-7=-5491/2802, 7-27=8017/4119,27-28=-8017/4119,8-28=-8017/4119,8-9=-8017/4119, 9-10=8017/4119,10-11=9215/4803,12-13=464/337 BOT CHORD 2-23=-1042/1202,22-23=-1014/1179,21-22=1014/1179,20-21=-558/1199, 7-18=-1949/1318,17-18=-2894/5658,16-17=-4886/9391,10-16=-305/332, 14-15=-243/504,13-14=-2246/4336 WEBS 3-23=-563/950,3-21=-2478/1911,4-21=-705/506,5-21=-4474/2470,5-20=-291/267, 18-20=-513/1143,5-18=-2643/5200,7-17=-1784/2808,8-17=941/692,10-17=-1599/1057, 14-16=-2053/3928,11-16=2729/5209,11-14=590/565,11-13=-4897/2537 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left exposed;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)The solid section of the plate is required to be placed over the splice line at joint(s)9. 6)Plate(s)at joint(s)9 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`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. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1563 lb uplift at joint 13 and 3618 lb uplift at joint 21. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)863 lb down and 370 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1010312016 BEFORE USE Design valid for use only wilh Iv11TeW connectors]This design Is based only upon parameters shown,and Is for an Individual building component,not a Inks system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall l building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing jTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and 8CS1 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 City. Ply Barbedos 5/3 T10746747 74221 GRH � SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:19:51 2017 Page 2 1 D:bsGbjd9fv_oPsmc7NsreEXzvUm?-uSOVI V46pMgFC2Tdb?mrv2pAxM_Ywf9slcEF2nzW PP6 NOTES- 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-12=-152(1`=82),23-24=-20,19-23=-44(F=-24),16-18=-44(F=-24),13-15=-44(F=-24) Concentrated Loads(lb) Vert:23=-578(F) ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.1010312015 BEFORE USE. �' Design valid for use only with MITek©connectors.This deslgn 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 property Incorporate this design Into the overall building design. gracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing NiiTek� 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/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Sulte 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type . Qtyv Ply Barbedos5/3 T10746748 74221 GRI SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Mar 28 13:19:52 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-MfytW r5kafo6gC2p9il4SFML2mGEf Bm?WGzpaDzW PP5 6-8-14 13-3-15 19-11-1 , 26-6-2 31-3-0 6-8-14 6-7-2 6-7-2 6-7-2 6-8-14 Scale=1:61.8 3x4= 4x10= 2x3 11 3x6= 3x8=3x6= 2x3 I 4x10= 1 17 18 19 2 20 21 22 3 4 23 24 255 6 26 27 28 7 29 30 31 8 16 32 33 34 15 35 14 36 37 13 38 39 12 11 40 41 42 10 43 44 45 9 _ 5x8 MT18HS I I 5x8 MT18HS I I 5x8 MT18HS= 3x4 2x3 11 6x10= 6xio= 5x8 MT18HS= 6-8-14 , 13-3-15 19-11-1 26-6-2 , 333-0 , r 6-8-14 6-7-2 6-7-2 6-7-2 68-14 Plate Offsets(X,1)- f9:0-3-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25, TC 0.92 Vert(ILL) 0.55 11-13 >716 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.94 11-13 >422 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.66 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:181 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 1-16,8-9,1-15,4-15,5-10,8-10 1-15,8-10:2x4 SP M 30 REACTIONS. (lb/size) 16=2485/Mechanical,9=2447/Mechanical Max Upliftl6=-1541(LC 8),9=-1510(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-2369/1564,1-17=-3868/2402,17-18=-3868/2402,18-19=3868/2402, 2-19-3868/2402,2-20=-3868/2402,20-21=3868/2402,21-22=3868/2402, 3-22=-3868/2402,3-4=-3868/2402,4-23-5686/3531,23-24=-5686/3531, 24-25=-5686/3531,5-25=-5686/3531,5-6=-3863/2398,6-26-3863/2398, 26-27=-3863/2398,27-28=-3863/2398,7-28=-3863/2398,7-29=-3863/2398, 29-30=-3863/2398,30-31=-3863/2398,8-31=-3863/2398,8-9=-2343/1530 BOT CHORD 15-35=-3531/5686,14-35=-3531/5686,14-36=-3531/5686,36-37=-3531/5686, 13-37=3531/5686,13-38=3531/5684,38-39=-3531/5684,12-39=-3531/5684, 11-1 2=-3531/5684,11-40=-3531/5684,40-41=-3531/5684,41-42=-3531/5684, 10-42-3531/5684 WEBS 1-15=-2683/4320,2-15=-805/753,4-15=-2066/1293,4-13=0/462,5-1 1=014 6 2, 5-10=-2069/1305,7-10=-802/749,8-10-2680/4317 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft-,B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1541 lb uplift at joint 16 and 1510 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on Eage 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev.10/03/2075 BEFORE USE. Design valid for use only with MITek®connectors.IThis design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall His building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTel- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , City Ply Barbedos 5/3 T10746748 74221 GRI i SPECIAL t 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:19:52 2017 Page 2 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-MfytWr5kafo6gC2p9il4SFML2mGEfBm?WGzpaDzW PP5 NOTES- 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 Ib down and 176 Ib up at 1-3-12,86 Ib down and 176 Ib up at 3-3-12,86 Ib down and 176 Ib up at 5-3-12,86 Ib down and 176 lb up at 7-3-12,86 Ib down and 176 Ib up at 9-3-12,86 Ib down and 176 Ib up at 11-3-12,86 Ib down and 176 Ib up at 13-3-12,86 Ib down and 176 Ib up at 15-3-12,86 Ib down and 176 Ib up at 17-3-12,86 Ib down and 176 Ib up at 19-3-12,86 Ib down and 176 Ib up at 21-3-12,86 Ib down and 176 Ib up at 23-3-12,86 Ib down and 176 Ib up at 25-3-12,86 Ib down and 176 Ib up at 27-3-12,and 86 Ib down and 176 Ib up at 29-3-12,and 86 Ib down and 176 Ib up at 31-3-12 on top chord,and 63 Ib down and 4 Ib up at 1-3-12,63 Ib down and 4 Ib up at 3-3-12,63 Ib down and 4 Ib up at 5-3-12,63 Ib down and 4 Ib up at 7-3-12,63 Ib down and 4lb up at 9-3-12,63 Ib down and 4 Ib up at 11-3-12,63 Ib down and 4 Ib up at 13-3-12,63 Ib down and 4 Ib up at 15-3-12,63 Ib down and 4 Ib up at 17-3-12,63 Ib down and 4 Ib up at 19-3-12,63 Ib down and 4 Ib up at 21-3-12,63 Ib down and 4 Ib up at 23-3-12,63 Ib down and 4 Ib up at 25-3-12,63 Ib down and 4 Ib up at 27-3-12;and 63 Ib down and 4 Ib up at 29-3-12,and 63 Ib down and 4 Ib up at 31-3-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)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(pif) Vert:1-8=-70,9-16=-20 Concentrated Loads(lb) Vert:4=-86(B)13=-37(B)6=-86(B)12=-37(B)17=86(B)18=-86(B)1 9=-86(B)20=-86(1]1)21=-86(B)22=-86(B)23=-86(B)24=-86(B)25=-86(B)27=-86(B)28=-86(6) 29=-86(B)30=-86(B)31=-86(B)32=-37(B)33=-37(B)34=-37(B)35=-37(B)36=-37(B)37=-37(B)38=-37(B)39=-37(B)40=37(B)41=-37(B)42=-37(B)43=-37(B) 44=-37(B)45=-37(B) ®tNARN1NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032016 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 property Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 61i6�Tek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty. Ply Barbados 513 T10746749 74221 GRJ SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:52 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-MfytW r5kafo6gC2p9i14SFMUlmS8fGf?W GzpaDzW PP5 5-5-8 10-11-0 5-5-8 5-5-8 I 2x3 I I 3x5= Scale=1:22.3 3x5= 1 7 8 2 9 10 11 3 12 13 5 14 15 16 6 3x8= 4 3x5 11 3x5 11 5-5-8 10-11-0 5-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.08 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:62 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. REACTIONS. (lb/size) 6=688/Mechanical,4=730/Mechanical Max Uplifl6=-406(LC 4),4=440(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-616/419,1-7=756/454,7-8=756/454,2-8=-756/454,2-9=-756/454,9-10=-756/454,10-11=756/454, 3-11=-756/454,3-4=-644/457 WEBS 1-5=-499/830,2-5=-625/570,3-5—497/828 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 6 and 440 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 150 lb up at 1-11-4, 63 lb down and 150 lb up at 3-11-4,63 lb down and 150 lb up at 5-11-4,and 63 lb down and 150 lb up at 7-11-4,and 63 lb down and 150 lb up at 9-11-4 on top chord,and 48 Ito down and 6 lb up at 1-11-4,48 lb down and 6 lb up at 3-11-4,48 lb down and 6 lb up at 5-11-4,and 48 lb down and 6 lb up at 7-11-4,and 48 lb down and 6 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3—70,4-6=-20 Concentrated Loads(lb) Vert:7=63(B)8=-63(B)9=-63(B)10=63(B)11=-63(B)12=29(B)13=-29(B)14=-29(B)15_29(B)16=29(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MO-7473 rev.10/03,2015 BEFORE USE. R' Design valld for use only with MiTek®connectorsi This design is based only upon parameters shown.and Is for an Individual building component,not a Truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ��'��k' Is ahvays required for slobilify and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty� Ply Barbedos 513 rlo7as7so 74221 GRK SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tus Mar 28 13:19:53 2017 Page 1 I D:bsGbjd9fv_oPsmc7Ns rcEXzvUm?-qr W GjA6MLzwzSMdOiPpJ?TuhFAii0ep91wjM6gzW PP4 r 2-2-8 4-8-15 6-9-0 i _ 8-9-1 10-11-0 2-2-8 2-6-7 2-0-1 2-0-1 2-1-15 Scale=1:27.5 6 X4x4 6.00 12 4x4=d. 4 4x4n C0 1 4x5= 23x5= cb n N (7 10 6x8= 14 9 8 15 16 0 3x4= 3x8= 6x8= 3x4= 12 3x4 11 2x3= 13 i 2-2-8 4-8-15 6-9-0 8-9-1 10-11-0 2-2-8 2-6-7 2-0-1 2-0-1 2-1-15 Plate Offsets(X,Y)-- (10:0-5-8,0-4-41,(13:0-1-4,0-1-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.10 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.13 9-10 >981 240 BCLL 0.0 Rep Stress Incr NO W B 0.67 Horz(TL) 0.12 7 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:66 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins, except BOT CHORD 2x4 SP M 30'Except- end verticals. 2-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEBS 2x4 SP No.3'Except' 1-13:2x4 SP M 30 REACTIONS. (lb/size) 7=919/Mechanical,13=790/Mechanical Max Horz 13=116(LC 8) Max Uplift7=-679(LC 8),13—471(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 12-13=-790/471,1-12=-712/558,1-2=-1693/1354,2-3=-2372/1665,3-4=-149511028, 4-5=-1361/976 BOT CHORD 10-14=1701/2013,9-14=1696/2004,8-9=-1817/2425,8-15=-588f788,15-16=-588/788, 7-16=-588/788 WEBS 1-1 0=-1 363/1767,2-9=-136/397,3-9=333/227,3-8=1197/879,4-8=-346/496, 5-8=-639/822,5-7=1059/791 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 679 lb uplift at joint 7 and 471 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)131 lb down and 130 lb up at 2-0-12,57 lb down and 70 lb up at 4-1-12,274 lb down and 258 lb up at 6-9-0,and 146 lb down and 151 lb up at 7-2-12,and 146 lb down and 151 lb up at 9-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=70,3-4=-70,4-5=70,5-6=-70,11-12=20,7-10=20 Continued on page 2 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.:This design Is based only upon parameters shown,and Is for an Individual building component not i a truss system.Before use,the building designer must veilfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only.Additional temporary and permanent bracing iTek• is always required for s9abillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Atexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type A I city. Ply Barbados 5/3 T10746750 74221 GRK SPECIAL 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tull Mar 28 13:19:53'i2017 Page 2 I D:bsGbjdgfv_oPsmc7Ns rcEXzvUm?-qrW GjA6MLzwzSMdOiPpJ?TuhFAii0ep91wj M6gzW PP4 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=-131(F)8274(F)14=-57(F)15—146(F)16_146(F) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.l0/037P015 BEFORE USE. Design valid for use only with MITek®connectors.jThis design Is based only upon parameters shown,and Is for an Individual building component not i a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd� Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 _ I Job Truss Truss Type city, Ply Barbados 5/3 i, T10746751 74221 GRL SPECIAL 1 2 Job Reference(optional) ! Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:53 2017 Page 1 1 I D:bsGbjd9tv_oPsmc7Nsrc EXzvU m?-qrW GjA6MLzwzSMdOiPpJ?TugCAjtOoB9lwjM6gzW PP4 -2-9-15 2-8-7 3-6-4 i 5-10-9 10-7-13 2-9-15 2-8-7 0-9-13 2-4-5 4-9-4 Scale=1:23.1 6 m N 4.24 F12 5 T 3x4= 2x3 II 19 15 16 3 I— LAI 0 0 4 US% 8 4 14 2 3x4 II I 9 1 3x4= 10 3x4 II 2x3 11 2-6-11 2 7 3-6-4 5-10-9 10-7-13 2f-11 0-- 20-9-13 2-4-5 4-9-4 Plate Offsets(X,Y)-- (5:0-0-15,0-0-71 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.14 5-7 >651 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 5-7 >561 240 BCLL 0.0 Rep Stress Incr NO WB 0.o1 Horz(TL) -0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:84lb 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`Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-9,5-8:2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 6=193/Mechanical,7=150/Mechanical,10=1020/0-3-8 Max Horz 10=306(LC 8) Max Uplift6=-145(LC 8),7=-94(LC 5),10=-800(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-386/263,3-4=-434/317 BOT CHORD 2-10=-193/457,4-9=-920/764 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-3-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASES)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VUlt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at joint 6,94 lb uplift at joint 7 and 800 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)26 lb down and 85 lb up at 5-8-1 on top chord,and 122 lb down and 96 lb up at 4-4-11,36 lb up at 5-8-13,and 48 lb down and 78 lb up at 7-2-10,and 87 lb down and 120 lb up at 8-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-70,4-5=-70,5-6=-70,9-11=20,4-8=-20,5-7=-20 Concentrated Loads(lb) Vert:8=5(F)5=37(F)14=-122(B)15=-48(F)16=-87(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103,2015 BEFORE USE. Design valid for use only with MITek®connectors.jThis 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 property Incorporate this design Into the overall r■■�pA�.YYiii building design. Bracing Indicated is to prevent truckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I V 9 iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss ! Truss Type ♦ Qty. Ply Barbados 5/3 T10746752 74221 GRIM HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:54 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-114ewW 7?5G2g3W CCG7KYXg RpQa5676q I_aSwe6zW PP3 3-6-0 7-0-0 12-6-0 18-0-0 22-6-0 25-0-0 3-6-0 3-6-0 5-6-0 5-6-0 4-6-0 2-6-0 THIS TRUSS IS NOT SYMMETRIC. Scale=1:43.1 PROPER ORIENTATION IS ESSENTIAL. 4x8= 2x3 ll 4x8= 3 20 21 4 22 23 5 6.00 12 3x5 i 2 3x5 m 6 m 1 7 Li o Ia 13 12 24 11 10 25 26 9 8 3x4— 3x6 11 4x4= 3x6= 3x8= 4x4= 3x6 I I 3x4= 3-4-0 3 7-" 12-6-0 18-0-0 226-0 22 -0 25-0-0 3-4-0 0- -0 3-6-0 5-6-0 5-6-0 4-0-0 0- -0 2-4-0 Plate Offsets(X Y)-- f3:0-5-4 0-2-01 I5:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.09 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.14 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.62 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:126 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1819/0-4-0,8=1631/0-4-0 Max Horz 13=-156(LC 6) Max Upliftl3=-1328(LC 8),8=-1032(LC 8) Max Gravl3=1819(LC 1),8=1632(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-286/3441 2-3=1418/1004,3-20=-1959/1428,20-21=-1959/1428,4-21=-1959/1428, 4-22=-1959/1428,22-23—1959/1428,5-23—1959/1428,5-6=-1751/1208 BOT CHORD 1-1 3=-257/299,12-13=-283/299,12-24=-835/1202,11-24=-835/1202,10-11=-835/1202, 10-25=-970/1494,25-26=-970/1494,9-26=-970/1494 WEBS 2-13=-1717/1239,2-12=-1120/1640,3-12=-352/384,3-10=-647/902,4-10=619/595, 5-10=-420/563,6-9=-1109/1622,6-8=-152311033 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;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 1328 lb uplift at joint 13 and 1032 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. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)160 lb down and 380 lb up at 7-0-0, 48 lb down and 141 Ito up at 9-0-12,48 lb down and 141 lb up at 11-0-12,48 Ito down and 141 lb up at 12-6-0,48 lb down and 141 lb up at 13-11-4,and 48 lb down and 141 lb up at 15-11-4,and 217 lb down and 411 Ib up at 18-0-0 on top chord,and 277 lb down and 196 lb up at 7-0-0,35 lb down and 9 lb up at 9-0-12,35 lb down and 9 lb up at 11-0-12,35 lb down and 9 lb up at 12-6-0,35 lb down and 9 lb up at 13-11-4,and 35 lb down and 9 lb up at 15-11-4,and 277 lb down and 196 lb up at 17-10-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 i Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1 010 32 0 1 5 BEFORE USE. Design valid for use only with MITek6)connectors.,This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing NiiTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria VA 22314. Tampa,FL 33610 , I Job Truss Tru T10746752ss Type Qty� Ply Barbados s13 I 74221 GRM HIP 1 1 , Job Reference(optional) Chambers Truss, Fort Pierce,FL i 7.640 s Apr 19 2016 MUek Industries,Inc.Tue Mar 28 13:19:54',2017 Page 2 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-114ewW 7?5G2g3W CCG7KYXgRpQa5676g1_aSwe6z W PP3 i LOAD CASE(S)Standard Uniform Loads(plf) Vert:1-3=-70,3-5=70,5-7=-70,14-17=-20 Concentrated Loads(Ib) Vert:3=-160(F)5=-160(F)11=-18(F)12—277(F)10=-18(F)4=-48(F)9—277(F)20=48(F)21=48(F)22=48(F)23=48(F)24=18(F)25=-18(F)26=18(F) 4 ®WARNING-VerW 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 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 IYI p�i fT ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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 f I Job Truss Truss Type . aty, Ply Barbados 5f3 T10746753 74221 GRN SPECIAL 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries.Inc.Tue Mar 28 13:19:55 2017 Page 1 I D:bsGbj d9fv_oPsmc7NsrcEXzvUm?-nEeO8s7dsaAhhfnOggrn4u_19_U4siXRD ECTBYz W PP2 ii -2-0-0 2-2-1 i 2-10-1 5-8-0 2-0-0 2-2-1 0-8-0 2-9-15 Scale=1:19.7 5 3x4 I 3x6= 4x4= 3 6.00 F12 r� N 2 3x4= 12 7 2x3 11 1 6 3x6 11 3x4= 0-8-0 2-2-1 1 2- -1 5-8-0 0-810-0 2-9-15 Plate Offsets(X,Y)-- (2:0-1-4,0-9-111,f2:0-1-4,Edge),(3:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.02 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:31lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=448/0-8-0,6=139/Mechanical Max Horz2=233(LC 8) Max Uplift2=-303(LC 8),6=-72(LC 5) Max Grav2=448(LC 1),6=151(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 72 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)41 lb down and 83 lb up at 2-10-1 on top chord,and 24 lb up at 2-2-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-70,3-4=70,4-5—70,6-8=-20 Concentrated Loads(lb) Vert:4=38(B)12=17(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MII--7473 rev,10/03,2015 BEFORE USE. Design valid for use only with Mflek®connectors.This design is based only upon parameters shown,and is for an Indivdual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p/� bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing AYl1T1ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type . Oty Ply Barbados 5!3 T10746754 74221 GAO SPECIAL 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:55 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-nEeO8s7dsaAhhfnOggrn4u_06_SOshpRD ECTBYz W PP2 -21-0 1 2-2-1 12-10-1 7-8-0 2-0-0 2-2-1 0-8-0 4-9-15 Scale=1:25.6 5 3x4 I 3X6= 4X4= 3 6.00 12 N 2 12 7 1 2x3 I 6 3x5 5- 4x4= 3X6 11 0-8-0 2-2-1 2-10-1 7-8-0 �0-8-0 0-8-0 ' 4-9-15 Plate Offsets(X Y)-- 12:0-1-4,0-9-111,(2:0-2-10,0-1-81,f3:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.12 6-7 >746 240 BCLL 0.0 Rep Stress Incr NO W B 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:42 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=247/Mechanical,2=520/0-8-0 Max Horz 2=291(LC 8) Max Uplift6=-148(LC 8),2=-31 O(LC 8) Max Grav6=277(LC 13),2=520(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 6 and 310 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)41 lb down and 83 lb up at 2-10-1 on top chord,and 24 lb up at 2-2-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-70,3-4=70,4-5=-70,6-8=20 Concentrated Loads(lb) Vert:4=38(F)12=17(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valld for use only with MITek®connectors,This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall rat ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing NiiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type • City. Ply Barbados 513 ' T70746755 74221 H SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:19:56 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-FQCOLCBFdul YJpLbOYMOc5W 2ONg8bxFbRuxOj?zW PP 1 -2-D-0 8-0-2 15-0-0 22-9-12 30-4-0 32111 40-10-0 2-0-0 8-0-2 6-11-15 7-9-12 7-6-4 2-2-0 8-4-0 Scale=1:84.8 5x12 3x4= 7x8 MT18HS� 6.00 12 3x6= 3x4 11 5 22 23 6 7 8 9 5x10 WB i 5x6 34 10 m 6 r; m co C6 2 6 14 Io d 1 7x12= 15 24 8x12= 18 17 4x5= 13 12 11 3x5— 4x4= 3x4 11 3x4 II 3x8= 3x4 11 ax4 II 4x4 I I 8-0-2 14-11-0 15 -0 22-9-12 30-4-0 32" 40-10-0 8-0-2 6-10-15• 0--0 7-9-12 7-fi-4 2-2-0 8-4-0 Plate Offsets(X,Y)-- f2:0-0-4 0-0-01 r4:0-2-0 0-3-01 (5:0-5-12,0-2-01,(9:0-4-4,0-2-01,f10:0-2-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.27 11-12 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(fL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:272lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x4 SP M 30*Except* end verticals. 5-17,8-13:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-16,5-15,6-14 5-16:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=691/Mechanical,1 6=31 1 610-8-0 Max Horz 16=339(LC 10) Max Upliftl1-185(LC 7),16=-2468(LC 10) Max Grav 11=912(LC 20),16=3116(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1549/1201,3-4=-2925/2056,4-5-2926/2272,5-22=-1009/292,22-23-1009/292, 6-23=-1008/296,6-7=-745/296,7-8=-745/296,8-9-732/290,9-10=-840/224, 10-11=-836/206 BOT CHORD 2-18=-960/1628,5-16—2756/2808,15-16=-1865/2696,15-24=292/1252, 14-24-292/1252,8-14=-371/271 WEBS 3-18=-793/434,16-18=-867/1605,3-16=-1088/1620,5-15=-1870/2117,6-15-1135/1193, 6-14-1055/827,12-14=-106/718,9-14=-194/627,9-12=-395/163,10-12=-135/611 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opst;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 185 lb uplift at joint 11 and 2468 lb uplift at joint 16. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors:This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall r bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing T e�• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I l fabdcaflon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,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 . Qty, Ply Barbados 5/3 T10746756 74221 HV6 GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:19:57 2017 Page 1 I D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-jcmmZY9tOBQPwzwnxFtF9J3Jwn9nKcVkgYhaFRzW PPO i 4-3-8 r _ 5-11-0 i 4-3-8 1-7-8 Scale=1:14.4 ' 4x4= 3x4 I 2 3 6.00 12 Li 1 5 4 3x4 2x3 II 3x4 II 4-3-8 5-11-0 4-3-8 1-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:22 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=166/5-11-0,4=44/5-11-0,5=254/5-11-0 Max Horz 1=108(LC 10) Max Upliftl=61(LC 10),4=-39(LC 6),5=125(LC 10) Max Gravl=173(LC 15),4=44(LC 1),5=269(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide.adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 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 100lb uplift atjoint(s)1,4 except Qt=lb) 5=125. 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 U/TEK REFERANCE PAGE U11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek8 connectors.This design is based only upon parameters shown,and is for an Individual building component not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IM�/i l4 ek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avoilaNe from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qtya Ply Barbados 5/3 T10746757 74221 HV20 GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Tue Mar 28 13:19:57 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-jcmmZY9tOBQPwzwnxFtF9J3G5n5OKbdkgYhaFRzW PPO 3f-0 8-7-8 9-6-8 19-0-0 3-6-0 5-1-8 0-11-0 9-5-8 Scale=1:32.6 3x6= 3x6= 4 5 2x3 II 6.00 12 3 2x3 I 6 2x3 I I N 2 a 1 7 3x4= 11 10 12 9 8 3x4 2x3 I 2x3 II 3x6= 2x3 11 3E-0 19-0-0 3-fi-0 15-6-0 Plate Offsets(X Y)-- (4:0-3-0 0-2-01f5:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.11 Horz(TL) 0.01 7 n/a nla BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:70lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 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. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-0-0. (lb)- Max Horz 1=-196(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,7 except 8=-326(LC 10),10=-129(LC 10),11=-251(LC 10) Max Grav All reactions 250 lb or less at joint(s)1 except 7=267(LC 1),8=651(LC 16),10=431(LC 15),11=376(LC 15) FORCES. _(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-267/79 WEBS 6-8=-462/366,2-11—323/271 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 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,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7 except Qt=lb) 8=326,10=129,11=251. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M&7473 rev,1e/03/2015 BEFORE USE. �/'� Design valid for use only with MlTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not if �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BWi. 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 Barbados 5/3 T10746758 74221 HVC GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:57 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-jcmmZY9tOBQPwzwnxFtF9J3Dfn3FKaFkgYhaFRzW PPO 7-7-8 10-11-0 7-7-8 3x6= 3x4 II Scale=1:28.9 3 4 6.00 FIT 2x3 I 2 3x4 I I 1 7 6 8 5 3x4 11 2x3 11 3x4 11 10-11-0 10-11-0 Plate Offsets(X,Y)-- 13:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.86 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.13 HOrz(fL) 0.00 5 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:45 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=173/10-11-0,5=229/10-11-0,6=554/10-11-0 Max Horz 7=218(LC 10) Max Uplift5=-112(LC 10),6=-385(LC 10) Max Grav7=173(LC 1),5=289(LC 15),6=684(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-6=-486/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Intedor(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 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 five 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb)5=112, 6=385. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev-1010312015 BEFORE USE. ff Design valid for use only with MIToW 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 property Incorporate this design Into the overall Is building design. Bracing Indicated Is to prevent buckling of Individual iruss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wflh possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blv . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3M Alexandria.VA 22314. Tampa,FL 3: 1 i Job Truss Truss Type . Oty, Ply Barbados 5/3 T10746759 74221 HVD GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:19:58 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-BpK8muAV9VYGY7VzVzOUiWcPpBO131XuvC07ntzW PP? 6-7-0 i 10-11-0 6-7-0 4-4-0 3x6= 3x4 11 Scale=1:28.9 3 4 6.00 12 2x3 I 2 3x4 I I 1 7 6 8 5 3x4= 2x3 11 3x4 11 10-11-0 10-11-0 Plate Offsets(X,Y)-- (3:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:46 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=173/10-11-0,5=230/10-11-0,6=553/10-11-0 Max Horz7=188(LC 10) Max Uplifts—113(LC 6),6=-386(LC 10) Max Grav7=173(LC 1),5=291(LC 16),6=698(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-6=-467/440 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces$MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psi 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=113, 6=386. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.lThis design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i fabrication,storage.,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 j 1 Job Truss Truss Type , Qty. Ply Barbedos 513 T10746760 74221 I SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:19:59 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-f?tX_EA7wpg7AH493gwj Ek8dwbjBoJ917sAhKJzW PP_ 17-4-0 -2-0-0 8-0-2 14-i t-D 17-0-0 22-10-0 28-4.-0 30.60 35-3-15 40.5 6 2-0-0 8-0-2 6-10.14 2-1-0 58-0 5-6-0 2-2.0 4-8-15 1-7 D-4-0 Scale=1:87.6 Sx8= 6.00,12 3x4 11 4x5= 5x8= 4x12 6 25 26 7 8 9 3x6 5 3x4 10 3x4 i 4 3x4 II 3 11ESE mo m 0 N 1 Io Oil2o 9 1 9 27 16 28 I o d 18 4x8= 14 13 12 21 20 3x4 if 3x4 11 3x8= 29 30 3x6= 3x5= 4x4= 3x4 II 5x10= 6x8= 7x14= 4x4 11 4x4 11 17-4-0 8-0-2 14-11-0 1 22-10-0 28-4-0 30.8-0 40-5-6 40 8-0-2 6-10-14 0-1-0 ss-0 s s-0 2-2-0 9-11-6 o a 2-" Plate Offsets(X,Y)-- (2:0-0-4,0-0-01,(5:0-3-8,0-2-01,(6:0-6-4,0-3-01,f9:0-6-0,0-2-81,f15:0-5-8,0-4-41,(17:0-7-8,0-2-81,r19:0-8-4,Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.22 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(fL) -0.57 12-13 >538 240 1 BCLL 0.0 Rep Stress Incr YES W B 0.87 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:301 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except BOT CHORD 2x4 SP M 30*Except' end verticals. 5-20,8-14:2x4 SP No.3,6-18:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:19-20,15-16,12-13. 5-19:2x6 SP No.2 1 Row at midpt 6-17 WEBS 1 Row at midpt 3-19,6-16,8-16 REACTIONS. (lb/size) 19=3138/0-8-0,12=659/0-7-6 Max Harz 19=333(LC 10) Max Uplift19=-2500(LC 10),12=-138(LC 7) Max Grav19=3138(LC 1),12=903(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1561/1214,3-4=-2810/2000,4-5=-2796/2189,5-6=-2285/1629,6-25=-1086/438, 25-26—1086/438,7-26—1086/438,7-8=1086/438,8-9=-669/230,9-10=768/201 BOT CHORD 2-21=-975/1642,5-19=-1835/1429,6-17=-2139/2268,17-27=-1454/2351, 16-27=1454/2351,16-28=-114/756,15-28=-114/758,8-15=-489/387,13-29=121/681, 29-30—121/681,12-30=-121/681 WEBS 3-21=-743/421,19-21=-837/1555,3-19=978/1473,5-17=1020/1366,6-16=1448/1640, 7-16=-442/365,8-16=892/974,13-15=-65l772,9-15—223/855,9-13=-562/279, 10-13=-213/461,10-12=-868/173,17-19=-2114/2907 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=5711;eave=71t;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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,with BCDL=1 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) 19=2500,12=138. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10/0"015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildis alwrng ayystleguired for stan. bility andd Is to to prep nt collapserevent lng vAh i Individual truss web and/or chord possible personal Injury and property damage.m iy.For general guidance ional egardingg the and Went bracing MiTek' fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street-Suite 312.Alexandria-VA 22314. Tampa,FL 33610 it Job Truss Truss Type Qty. Ply Barbados 5/3 � T10746761 74221 J SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi ek Industries,Inc. Tue Mar 28 13:20:00 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-7BRvBaBih6o_nRfMdNRynxhon?i hXmIBMWvErmzW POz 14-11-0 17-4-0 19-0-0 23-9-0 32-10-0 33-t0i0 39-2-0 40-5-G 2-0.0 8-0.2 6-10-14 2-5-0 1-8-0 4-9-0 9-1-0 -0.0 5-0-0 '136' Scale=1:84.2 5x6= 6.00 F12 5x6= 7x8 i 7 33 8 9 4x10 i 6 5 3x6 i 10 4x5 4 4x5 m 3 1112 d, w w 0 as Fa _ 17 1 N o I O co2 24 34 23 �6 ?16 0 1 ,27 7x8= 11-0-0 3x6— y2 20 19 14 13 29 287x14= 8x10= g 8 5xl2= 1 3x5= 4x4= 4x4 I 4x4 I I 17-4.0 40-9.6 6-0-2 14-11-0 15-p-0 18-0.0 284-0 i 32-10-0 33-10-p 39-2-0 Aa5�i 6 o-2 6-10-14 0--0 2a-o 1-6-0 s 4 o ac-o o s a o 1-3 6 r 0-4-0 Plate Offsets(X,Y)-- f2:0-0-4,0-0-01,f5:0-1-8,0-2-01,f7:0-3-0,0-2-01,f9:0-3-0,0-2-01,f25:0-6-0,0-4-121,f27:0-8-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.17 21-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.39 21-24 >788 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 HOrz(fL) 0.04 13 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:308lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except BOT CHORD 2x4 SP No.3*Except* end verticals. 2-28,26-27,23-25,13-14,15-23:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. Except: WEBS 2x4 SP No.3*Except* 1 Row at midpt 6-25 5-27:2x6 SP No.2 10-0-0 oc bracing:18-21 WEBS 1 Row at midpt 3-27,6-24,8-24,8-21 REACTIONS. (lb/size) 27=3144/0-8-0,13=666/0-7-6 Max Harz 27=371(LC 9) Max Uplif127=-2498(LC 10),13=-103(LC 7) Max Grav27=3144(LC 1),13=884(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1558/1210,3-4=-2809/1998,4-5=-2795/2187,5-6=-2335/1658,6-7—1603/1047, 7-33=-1422/921,8-33_1422/921,8-9=-562/160,9-10=-724/158,10-11=1035/153, 11-12=-597/75,12-13=-856/98 BOT CHORD 2-29=-971/1639,5-27=-1700/1218,6-25=-2342/2433,24-25=-1479/2374, 24-34=-340/1153,23-34=-340/1153,21-23=-340/1153,18-21=-81/854,17-18=-77/857, 16-17=81/854,15-16=73/588,11-15=-551/104 WEBS 3-29=-745/422,27-29=-838/1557,3-27=-981/1475,25-27=-2153/2960,5-25=-828/1235, 6-24=-2116/2053,7-24=-658/867,8-24=1250/1221,B-21=-844/800,9-21=208/444, 10-21=-472/479,11-16=9/360,12-15=-101/813 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)4. 6)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 27=2498,13=103. 10)"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 hfITEK REFERANCE PAGE Mll-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MITeW connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is ng design.alwaysrequired for stability andd Is to prevent to prevent collapselng with o Individual truss web f personal injury andrproord members oy.Additional tempora and permaperty damage. For general guidance rregarding the Went bracing AIIiTek' fabrnatlem storage.,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BN i 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 Barbados 5!3 T10746762 74221 J1 MONO TRUSS 16 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Mar 28 13:20:01 2017 Pagel I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-bO?H PwCOSQxrPaEYA5yBJ9EuFOXgGQJKbAfnNCzW POy -2-0-0 _ i __ 1-0-0 r 2-0-0 1-0-0 Scale=1:9.7 3 y y 6.00 12 2 >< 1 3x4= 4 r 1-0-0 Plate Offsets(X,Y)-- f2:0-4-0,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:7lb 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=-27/Mechanical,2=306/0-8-0,4=47/Mechanical Max Horz2=120(LC 10) Max Uplift3=27(LC 1),2=-338(LC 10),4=-47(LC 1) Max Grav3=50(LC 10),2=308(LC 15),4=79(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft eave=7ft;Cat.Il; Exp C;Encl.,GCpl=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=338. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I A WARNING-Verity design par nmefar.and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE M11-7473 rev.1010312015 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 verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIv1. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • City. Ply Barbados 513 T10746763 74221 J2 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:01 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-bO?H PwCOSQxrPaEYA5yBJ9E4gOYpGQJKbAfnNCzW POy 2-8-0 2-8-0 Scale=1:12.3 2 6.00 12 1 1 3 3x4= 2-8-0 2-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3-6 >999 240 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/TP12007 (Matrix-M) Weight:9 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=113/0-3-8,2=78/Mechanicaf,3=36/Mechanfcal Max Horz 1=73(LC 10) Max Upliftl=31(LC 10),2=-70(LC 10),3=-9(LC 10) Max Gravl=116(LC 15),2=92(LC 15),3=49(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)1,2,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Atexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type . Qty� Ply Barbados 5!3 T10746764 74221 J3 � MONO TRUSS 10 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:02 2017 Page 1 I D:bsGbj d9fv_oPsmc7NsrcEXzvUm?-3aZfcFDODk3h1 kpkkoTQsMm3?osX?tYTggOLwezW POx -2-0-0 i 3-0-0 i 2-0-0 3-0-0 Scale=1:14.8 3 6.00 12 0 w a 2 1 3x4= 4 3-0-0 3-0-0 Plate Offsets(X,Y)-- f2:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.00 4-7 >999 360 MT20 244/190' TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:13 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical,2=317/0-8-0,4=20/Mechanical Max Horz2=175(LC 10) Max Uplift3=-51(LC 10),2=252(LC 10) Max Grav3=77(LC 15),2=324(LC 15),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)3 except Qt=lb) 2=252. 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 Mll--7473 rev 101032015 BEFORE USE. Design valid for use only with MITek®connectors.,This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �O tT ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and 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 Barbados 5/3 T70746765 74221 J3H MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:02 2017 Page 1 1 D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-3aZfcFDODk3h1 kpkkoTQsMm3?osX?tYTggOLwezW POx -2-0-0 _ 3-0-0 2-0-0 3-0-0 Scale=1:14.8 3 6.00 12 2 1 3x4= 4 3-0-0 3-0-0 Plate Offsets(X,Y)-- f2:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:13 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical,2=317/0-8-0,4=20/Mechanical Max Horz2=175(LC 10) Max Uplift3=-51(LC 10),2=-252(LC 10) Max Grav3=77(LC 15),2=324(LC 15),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7fh Cat.11; Exp C;Encl.,GCpl=0.18;MW FRS(directional)and C-C Intedor(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)3 except Qt=lb) 2=252. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors!Thls design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BlvdI Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria VA 22314, Tampa,FL 33610 I Jab Truss Truss Type Oty. Ply Barbados 5/3 � T70746766 74221 J4 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:03 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-Ym71 pbEe_1 BYeuOxl W_fPaJKjC9ukKod2U8uS5zW POw 4-" 4-8-0 Scale=1:17.3 2 6.00 12 I 1 3 3x4= 4-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (10G) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.07 3-6 >796 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a r1/a BCDL 10.0 Code FBC20141FP12007 (Matrix-M) Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=203/0-3-8,2=141/Mechanical,3=62/Mechanicai Max Horz 1=131(LC 10) Max Upliftl=60(LC 10),2=-125(LC 10),3=-13(LC 10) Max Gravl=209(LC 15),2=166(LC 15),3=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft-,L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 20.0psf 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 100 lb uplift at joint(s)1,3 except Qt=lb) 2=125. 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 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekb connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qtye Ply Barbados 5/3 i T10746767 74221 J5 MONO TRUSS 10 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:20:03 2017 Page 1 I D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-Ym71 pbEe_1 BYeuOxl W_fPaJ EICBkkKod2U8uS5zW POw i -2-0-0 5-0-0 - 2 5-0-0 Scale=1:19.8 3 6.00 12 i 2 1 3x4= 4 5-0-0 5-0-0 Plate Offsets(X,Y)-- (2:Edge,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:19 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=123/Mechanical,2=416/0-8-0,4=42/Mechanical Max Horz2=233(LC 10) Max Uplift3=-108(LC 10),2=277(LC 10) Max Grav3=146(LC 15),2=429(LC 15),4=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1).Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)except Qt=lb)3=108, 2=277. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors:This design Is based only upon parameters shown,and Is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i I Job Truss Truss Type . City Ply Barbados 5/3 T10746768 74221 J6 MONO TRUSS 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:05 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-U9FoEH Fu W fRGuCXJ PxO7U?OiaOtPCDiwWod?W zzW POu 6-0-0 6-0-0 Scale=1:20.8 I 3 I 6.00 12 2x3 I I 2 II 1 3x4= 5 4 2x3 I I I 2-4-0 6-0-0 2-4-0 0-24 3-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.01 4-5 >999 360 MT20 2441190, TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(fL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:21 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl'ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=84/Mechanical,4=14/Mechanical,5=429/0-4-0 Max Horz 5=170(LC 10) Max Uplift3=-84(LC 10),5=-290(LC 10) Max Grav3=109(LC 15),4=44(LC 3),5=429(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-302/344 NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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 100 lb uplift at joint(s)3 except Qt=lb) 5=290. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I I I� I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED UITEKREFERANCE PAGE Ull-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MIT00 connectors.,Thls design Is based only upon parameters shown,and is for an individual building component-not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty, Ply Barbados 5!3 T10746769 74221 J7 �, MONO TRUSS 37 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:06 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-yLoASdG W HyZ7VM6W zeYMOCxvzP7ZxgY3kSMY3QzW POt 2-0-0 7-" Scale=1:24.6 3 6.00 12 i 1 � 2 1 4 3x5= 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.17 4-7 >496 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 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. REACTIONS. (lb/size) 3=180/Mechanical,2=522/0-8-0,4=59/Mechanical Max Horz 2=291(LC 10) Max Uplift3=-161(LC 10),2=-314(LC 10) Max Grav3=212(LC 15),2=542(LC 15),4=105(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;13=7511;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)except(jt=lb)3=161, 2=314. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btv. Safety Information available from Truss Ptate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33, Job Truss Truss Type . Qty. Ply Barbados 513 T10746770 74221 J8 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:07 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-QXMYfzH81 Gh_7VhiXM3bZQT3vpZFg6ODz666bsz W POs •2-0-0 3-6-4 4-2-4 i 7-8-0 2-o-0 3-6-4 0-8-0 3-5-12 Scale=1:25.6 5 3x4 11 I 3x6= 4x4= 3 6.00 12 i N I 2 3x5— 7 1 2x3 I 6 3x8 11 3x4= r 0-8-0 3-6-4 4-2-4 7-8-0 0-8-0 2-10-4 0-8-0 3-5-12 Plate Offsets_(,Y)-- (2:0-0-4,Edgel,12:0-0-8,Edgel,13:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.09 6-7 >955 240 BCLL 0.0 Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:41 lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purli ns, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=551/0-8-0,6=270/Mechanical Max Harz 2=291(LC 10) Max Uplift2=-329(LC 10),6=166(LC 10) Max Grav2=563(LC 15),6=306(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-254/69 BOT CHORD 2-7=-155/271,6-7=-154/269 WEBS 4-6=-306/175 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft eave=7fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed fora 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 tit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)2=329, 6=166. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING-Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors!This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty. Ply Barbados 5/3 T10746771 74221 J21 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc. Tue Mar 28 13:20:01 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsreEXzvUm?-bO?H PwCOSQxrPaEYA5yBJ9E56OZvGQJKbAfnNCzW POy 200 2-" Scale=1:9.7 2 6.00 F12 m v 1 T 0 6 3 3x4= 2-0-0 200 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:7lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=100/0-3-8,2=52/Mechanical,3=26/Mechanical Max Horz 1=57(LC 10) Max Upliftl=-34(LC 10),2=45(LC 10),3=-7(LC 10) Max Gravl=104(LC 15),2=61(LC 15),3=34(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)1,2,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI I Quality Criteria,DSB-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 Job Truss Truss Type . Qty. Ply Barbados 5/3 T10746772 74221 J41 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:03 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsreEXzvUm?-Ym71 pbEe_1 BYeuOxl W_fPaJPhCBzkJad2U8uS5z W POw 4-0-0 4-0-0 Scale=1:14.8 3 T 6.00 F12 2x3 11 2 m b T N O Li 1 i i 3x4= 5 2x3 14 2-0-0 40-0 2-0-0 -22 1-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB o.08 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=17/Mechanical,4=21/Mechanical,5=350/0-4-8 Max Harz 5=112(LC 10) Max Uplift3=29(LC 7),4=-21(LC 1),5=-261(LC 10) Max Grav3=38(LC 15),4=27(LC 10),5=350(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-215/264 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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 100 lb uplift at joint(s)3,4 except Qt=lb) 5=261. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall r buiding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I 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.AfexanddcL VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty. Ply Barbados 5/3 T10746773 74221 J51 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:04 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-OzhQt xEGILJPG2z7s D VuxnsPVcXzTn2mHBtR_XzW POv i -2-0-0 5-0-0 2 5-0-0 'Scale=1:19.8 3 I 6.00 12 2 d 1 3x4= 4 5-0-0 5-0-0 Plate OffsetsQXY)— f2:Edge,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/FP12007 (Matrix-M) Weight:19lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=123/Mechanical,2=416/0-3-8,4=42/Mechanical Max Horz 2=233(LC 10) Max Uplift3=108(LC 10),2=-277(LC 10) Max Grav3=146(LC 15),2=429(LC 15),4=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57fh eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 100 lb uplift at joint(s)except Qt=lb)3=108, 2=277. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors:This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type City. Ply Barbados 5/3 T10746774 74221 J52 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:20:04 2017 Page 1 I D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-OzhQ 1 xEGILJPG2z7s DVuxnsW2cXdTn2mH8tR_XzW POv 5-0-0 5-0-0 I I Scale=1:17.3 2 6.00 12 1 I 3 3x4= 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 0.47 Vert(LL) 0.02 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.05 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:16 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=261/0-8-0,2=128/Mechanical,3=48/Mechanical Max Horz 1=141(LC 10) Max Upliftl=-98(LC 10),2=114(LC 10) Max Grav1=275(LC 15),2=150(LC 15),3=77(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;8=75fh L=57ft;eave=7ft Cat.Ii; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 100 lb uplift at joint(s)1 except Qt=lb) 2=114. 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 M/TEK REFERANCE PAGE 114I1-7473 rev.1010312015 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 verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individuat truss web and/or chord members only.Addifional 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 Buifding Component 6904 Parke East BNd: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312-Alexandria VA 22314. Tampa,FL 3361 o I Job Truss Truss Type ` aty. Ply Barbedos 513 T10746775 74221 J53 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:05 2017 Page 1 I D:bsGbj d9fv_oPsmc7Nsrc EXzvU m?-U9 FoE H FuW fRGuCXJ PxO7U?OaFOgLCEYwW od?W zzW POu -2-0-0 3-6-4 4-2-4 5-8-0 2-0-0 3-6-4 0: i-5-12 Scale=1:19.7 5 3x4 I 3x6= 4x4= 3 6.00 12 T N � 2 i 3x4 7 2x3 I I 1 6 4x8 11 3x4= 0-8-0 3-6-4 4-2-4 5-8-05 0-8-0 2-10-4 0-8-0 1- -12 Plate Offsets(X,Y)-- f2:0-0-4 Edgel f2:0-2-10,0-1-81,f3:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.04 7-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(fL) -0.02 8 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.05 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:31 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=472/0-8-0,6=170/Mechanical Max Horz 2=233(LC 10) Max Uplift2=-315(LC 10),6=93(LC 10) Max Grav2=484(LC 15),6=190(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-6=-277/138 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) 2=315. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.1 010 32 0 1 5 BEFORE USE. Design valid for use only with Mlfek®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 property incorporate this design into the overall _ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing fViiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcatlom 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 avallabte from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandra VA 22314. Tampa,FL 33610 i Job Truss Truss Type + Qty. Ply Barbados 5/3 T70746776 74221 J61 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:06 2017 Page 1 I D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-yLoASdG W HyZ7VM6W zeYMOCxpRP6Qxfc3kSMY3QzW POt 6-0-0 6-0-0 'Scale=1:20.8 3 6.00 FIT 2x3 11 2 ' 1 LLJ 3x4= 5 4 2x3 I I 3-4-0 3f> 6-0-0 3-4-0 0-2 2-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.02 4-5 >999 360 MT20 244/190' TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:21 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) '3=9/Mechanical,4=42/Mechanical,5=560/0-4-0 Max Horz 5=170(LC 10) Max Uplift3=-37(LC 7),4=-42(LC 1),5=-428(LC 10) Max Grav3=43(LC 8),4=49(LC 10),5=560(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=344/419 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft eave=7ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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 100 lb uplift at joint(s)3,4 except Qt=lb) 5=428. 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 MD'EKREFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��®® a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall ip��Yy � building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MneK B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 i I i i I Job Truss Truss Type Qty. Ply Barbedas 5t3 T10746777 74221 J71 MONO TRUSS 7 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:20:06 2017 Page 1 I D:bsGbjd9fv_OPsmc7NSrcEXzvUm?-yLoASdGW HyZ7VM6WzeYMOCxxDPCFxfi3kSMY3QzW POt 7-0-0 7-0-0 ' I !Scale=1:22.7 3 6.00 FIT I 2x3 I I i 2 1 3x4= 5 4 2x3 I � 2-0-0 $2-p 7-0-0 I 2-0-0 0-2-4 4-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 . TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:24lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=132/Mechanical,4=38/Mechanical,5=447/0-4-8 Max Horz5=199(LC 10) Max Uplift3=-125(LC 10),5=-273(LC 10) Max Grav3=162(LC 15),4=75(LC 3),5=447(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-263/161 WEBS 2-5=-370/400 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft eave=7fh Cat.lit; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;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 mass to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)3=125, 5=273. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev 10/03/2015 BEFORE USE. ' Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and is for an individual building component not �®® a truss system.Before use,the building designer must verily 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 �'�'�k' j is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 I I - Job Truss Truss Type . Qty. Ply Barbedos513 T10746778 74221 J72 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:07 2017 Pagel ID:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-QXMYfzH81 Gh_7VhiXM3bZQT2W pSVg7oDz666bsz W POs 7-0-0 7-0-0 Scale:1/2°=1' 2 I I I 6.00 12 �j d ' _ � 1 3 3x5= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.06 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.18 3-6 >468 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:22 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. REACTIONS. (lb/size) 1=372/0-8-0,2=184/Mechanical,3=62/Mechanicaf Max Horz 1=199(LC 10) Max Upliftl=-1 40(LC 10),2—165(LC 10) Max Gravl=392(LC 15),2=216(LC 15),3=106(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 100 lb uplift at joint(s)except Ot=fb)1=140, 2=165. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i � I I i 'I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �-�•YY building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members ody.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 tracing of trusses and truss systems.seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd] Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 i Job Truss Truss Type Oty. Ply Bar 5/3 74221 JX7 , SPECIAL 5 t T10746779 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:08 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-ukwwtJ HnoaprifGu53ag6d0EeDkCPa 1 MCIrf71zW POr 2-2-0 i 7-" 2-0-0 2-2-0 4-10-0 Scale=1:24.6 4 6.00 12 m 0 N 3 3x4= 0 2 II q 6 1 3x4 i 3x4 II � 2-2-0 7-" 2-2-0 4-10-0 Plate Offsets(X,Y)-- 12:0-2-10,0-1-61,(3:0-0-4,0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.09 3-5 >923 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.17 3-5 >498 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.07 5 Na n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:27lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=166/Mechanical,2=526/0-8-0,5=70/Mechanical Max Horz 2=291(LC 10) Max Uplift4=-140(LC 10),2=316(LC 10),5=-9(LC 10) Max Grav4=194(LC 15),2=546(LC 15),5=99(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown;. 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 100 lb uplift at joint(s)5 except Qt=lb)4=140 ,2=316. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEIV REFERANCE PAGE Mll-7473 rev.1010312016 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 p` a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i I Job Truss Truss Type . Oty. Ply Barbedos 513 T10746780 74221 K SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:09 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-MwUJ4fl PZ1xiMpr4em53erZKUd8P8o 1 VRPbCfkzW POq -2-0-0 6-0.2 ! 14-11-0 17-4-0 21-0-0 266-0 32-10-1) -10 39-2-0 0-5- 2-0.0 8-0.2 6-10-14 2-5-0 3&0 5-6-0 6-4-0 = Scale=1:80.1 5x6 5x6= 6.0o 12 7 8 4x12 i 6 5x6 5 3x6 i 9 4co x5 4 :�; 4x5 _o g 10 71 0 m m 20^ 16 1 ! a Io 2 15 31 32 22 17 15 6 0 1 248x12= 3x8= 21 3x6—_ 18 13 12 I 1 27 267x14= 5x12= 3x5= 4x4= 4x4 I 4x4 I I I 17-4-0 40-9-6 8-0-2 14-11-0 16-p-0 21-0-0 i 26-6-0 26-4-0 ffi-10-0 33-10-0 39-2-0 p65-6 6-0-2 6-10-14 0-1-0 2-4-0 ' 3-8-0 5.6-0 1-10-0 4-6-0 Sd-0 1-3E i1 0-4-0 Plate Offsets(X,Y)-- (2:0-0-4,0-0-01,f5:0-3-8,0-2-01,(7:0-3-0,0-2-01,f8:0-3-0,0-2-01,f9:0-3-0,0-3-41,f25:0-8-4,Edge1 LOADING(psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.25 22-23 >999 360 MT20 244/1901 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.47 22-23 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:294lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puriins, except BOT CHORD 2x4 SP No.3`Except' end verticals. 2-26,24-25,17-23,12-13,14-17:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at micipt 3-25,7-23,7-22,9-22,8-22 5-25:2x6 SP No.2 REACTIONS. (lb/size) 25=3144/0-8-0,12=66610-7-6 Max Horz25=415(LC 9) Max Uplift25=2498(LC 10),12=-70(LC 10) Max Grav25=3144(LC 1),12=869(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1560/1212,3-4=-2810/1999,4-5=-2796/2188,5-6=-2281/1626,6-7=-2182/1659, 7-8=-419/148,8-9=-582/205,9-10=-1022/104,10-11=583/52,11-12=-842/66 BOT CHORD 2-27=-973/1641,5-25=1896/1427,23-31=621/1385,31-32=-621/1385,22-32—621/1385, 20-22=-39/849,17-20=-48/802,16-17=48/802,15-16=-39/849,14-15=-59/562, 10-14=529/84 WEBS 3-27=-743/420,25-27=-832/1551,3-25=-980/1474,23-25—2065/2965,5-23=-1063/1459, 7-23=-2115/2280,7-22=1016/1090,9-22=636/588,10-15=19/336,11-14=-73l781, 8-22=-399/596 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)4. 6)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except(jt=lb) 1 25=2498. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■■�A.YY■■i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing l p !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 in=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 1 Job Truss Truss Type Rty Ply Barbados5/3 T10746781 74221 KJ3 MONO TRUSS 4 1 Job Reference(optional) ! Chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Tue Mar 28 14:46:43 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ocB?dIAaO9ug6loBKl VJm9g?1 M_w5760oVm3zhzW O7g -2-9-15 3-0-2 --- - 2-9-15 3-0-2 Scale=1:12.2 3 i 4.24 12 2 1 3x4= 4 � 3-0-2 3-0-2 Plate Offsets(X,Y)-- (2:0-0-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight:14 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=14/Mechanical,2=298/0-11-5,4=-13/Mechanical Max Horz 2=108(LC 8) Max Uplift 3—25(LC 7),2=-311(LC 8),4=13(LC 1) Max Grav 3=31(LC 9),2=298(LC 1),4=38(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat. Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 3,311 lb uplift at joint 2 and 13 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. 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(plf) Vert:1-2=-70 Trapezoidal Loads(plf) Vert:2=0(F=35,13=35)-to-3=-53(F=9,13=9),5=0(F=10,13=10)-to-4=-15(F=2,13=2) i I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10JO312016 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■i�.YYiii 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 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlorr,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type , QtK Ply Barbedos5/3 T10746782 74221 KJ7 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wek Industries,Inc. Tue Mar 28 13:20:10 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-g62hH_J 1 KB3Z_zQHCUc1825YZ1 b WtUXff3KmCBz W POp -2-9-15 3-8-10 7-0-2 2-9-15 ' 3-8-10 3-3-8 Scale=1:19.3 3 4.24 12 2 1 3x4= 4 I 7-0-2 { 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.13 4-7 >633 240 BCLL 0.0 Rep Stresslncr NO WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 3=226/Mechanical,2=442/0-i1-5,4=73/Mechanical Max Horz2=212(LC 8) Max Uplift3=-184(LC 8),2=-322(LC 8) Max Grav3=252(LC 13),2=442(LC 1),4=120(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75fh L=57ft;eave=7fh 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 100 lb uplift at joint(s)except Qt=lb)3=184, 2=322. 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=-70 Trapezoidal Loads(plf) Vert:2=0(F=35,B=35)-to-3—123(F=-26,B=-26),5=0(F=10,B=10)-to-4=-35(F=-8,B=8) I I ®WARNING-Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Mexandrim VA 22314. Tampa,FL 33610 I Job Truss Truss Type ' Qtp Ply Barbados 5/3 T10746783 74227 KJ9 MONO TRUSS 5 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:10,2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-g62hH_J 1 KB3Z_zQHCUcI B25Yal c8tQIff3KmCBzW POp r -2-9-15 i 6-0-0 -i 9-10-1 2-9-15 6-0-0 3-10-1 4 'Scale=1:25.0 3x4 4.24 12 3 2 6 1 3x5= 2x3 11 5 3x4= 6-M i 9-7-13 9i10r1 6-0-0 3-7-13 0-2-4 Plate Offsets(X,Y)-- f2:0-0-1,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 HOrz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 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=230/Mechanical,2=582/0-11-5,5=461/Mechanical Max Horz2=341(LC 8) Max Uplift4—204(LC 8),2=-358(LC 8),5=-207(LC 8) Max Grav4=280(LC 13),2=582(LC 1),5=501(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-734/166 BOT CHORD 2-6=-370/7261 5-6=-370/726 WEBS 3-5=844/430 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb)4=204, 2=358,5=207. 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=-70 Trapezoidal Loads(plf) Vert:2=0(F=35,B=35)-to-4=-172(F=51,B=-51),7=0(F=10,B=10)-to-5=-49(F=15,B=-15) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.f0/03/2015 BEFORE USE ' Design valid for use only with MITekO connectors.THs design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I I Job Truss Truss Type r QN Ply Barbedos 5/3 T10746784 74221 KJ9A MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL I 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:10,2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-g62hH_J 1 KB3Z_zQHCUcIB25an1 ZptRSff3KmCBzW POp 3-0-6 6-3-14 9-10-1 3-0-6 3-3-8 3-6-3 4 Scale=1:24.7 4.24 F12 2x3 3 2x3 2 1 3x4= 6 2x3 I 5 3x4= 2-9-3 -0 9-7-13 9410 1 2-9-3 -3- 6-7-7 0-224 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 I TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.17 5-6 >460 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.04 4 n/a r1/a BCDL 10.0 Code FBC20141TPI2007 (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 purls. 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=246/Mechanical,5=336/Mechanical,6=490/0-6-6 Max Horz 6=251(LC 8) Max Uplift4=-217(LC 8),5=159(LC 8),6=-289(LC 8) Max Grav4=284(LC 13),5=412(LC 13),6=490(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=438/95,2-3=-474/137 BOT CHORD 1-6=-104/4241 5-6=312/484 WEBS 3-5=-574/370,2-6=-261/255 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.16;MW FRS(directional);cantilever left exposed;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 100 lb uplift at joint(s)except Qt=lb)4=217, 5=159,6=289. 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 Trapezoidal Loads(plf) Vert:1=0(F=35,B=35)-to-4=-172(F=-51,B=-51),7=0(F=10,B=10)-to-5=-49(F=-15,B=-15) I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M!I-7473 rev.10/03/2015 BEFORE USE. Design valid for use only wilt)MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r j building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Inform alion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type • aty• Ply Barbados 513 T70746785 74221 L SPECIAL 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:12 2017 Page 1 1 D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-nVARigLHsoJH DHafKvemGTBs kgDPLB7y7NptG3zW POn -2-0.0 8-0-2 12-3-1 12-1015 17-4-0 23-0-0 24-6.0 31-8-0 3z-10-0 39-2A A0.66 ' 60.2 4-2-15 0.-4 4-57 660 1-60 7-2-0 -2-0 6-4-0 5x6= Scale=1:78.8 5x6= 6.00 F12 8 9 7 5X8 10 4x8 i 3x6 5- 6 w 5 4x5 m 4 4x5 o 3 11 12 o 0 @> 23 21 16 1 cv o i o m 2 l 34 35 18 Toles 0 1 �L6 257x12= 3x8= 2220 33 19 14 13 1 29 287x8= 3x6 5x12= = 3x5= 44= 6x8= 14-11-0 40-9-6 &P2 12-3-1 12,70-45 77-4-0 23-0-0 24-6-0 26-4-0 31-6-0 8-0-2 4-2-15 -14 2-0-1 2-5-0 5-e-0 1-6-0 3-10-0 3-4-0 1-2-07 6-0-0 7-3-6 "-a Plate Offsets(X,Y)-- (2:0-0-4 0-0-0) f8:0-3-0 0-2-0) 19:0-3-0 0-2-0) f10:0-4-0,0-3-0),127:0-5-12,0-4-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.08 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 13 n1a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:295 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2x4 SP No.3`Except` end verticals. 2-28,25-27,18-24,13-14,15-18:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or5-4-7oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at micipt 6-24,8-24,8-23,10-23,9-23 6-26:2x6 SP No.2 REACTIONS. (lb/size) 26=2913/0-11-5,13=902/0-7-6 Max Horz 26=460(LC 9) Max Uplift26=-2191(LC 10),13=-254(LC 10) Max Grav26=2913(LC 1),13=1126(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1599/1234,3-4=-2658/1888,4-5=-2645/2002,5-6=-2590/1974,6-7=-1376/803, 7-8=-1186/803,8-9—611/164,9-10=-791/155,10-1 1=-1377/220,11-12=-783/187, 12-13=-1082/226 BOT CHORD 2-29=-996/1679,26-27=-1809/3014,7-24=-486/395,24-34=0/664,34-35=01664, 23-35=0/664,21-23=68/1118,18-21=53/1112,17-18=53/1112,16-17=-236/830, 15-16=251/836,11-15=-795/296 WEBS 3-29=-922/473,27-29—953/1653,3-27=932/1416,24-26=1727/2479,6-24=-1510/1795, 8-24=-1395/1526,8-23=-615/893,6-26=-2035/1718,10-17=-41/296,10-23=-863/572, 11-17=0/379,12-15=323/1132,9-23=124/299 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75f;L=57ft;eave=7ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 26=2191,13=254. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE MII--7473 rev.1 0/0 312 0 1 5 BEFORE USE. Design valid for use only with MITekO connectors.,This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Is Odi�deq9 required for stability and to prendicated Is to vent cnollapse'ng with o Individual truss web and/or f personal Injury and proprd erty damage rs nly.Additional For general guidanceaega dipermanent h bracing Mire k' 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. fl ry 9 ty 9 Safety Information available from Truss Plate Institute.218 N.Lee Street Sulfa 312 Alexandria,VA 22314. Tampa,FL 33610 I ' Job Truss Truss Type Qty. Ply Barbados 5/3 T10746786 74221 M SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc.Tue Mar 28 13:20:12 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-nVARigLHsoJH DHafKvemGTBo3gAl LAby7NptG3zW POn 5-10-0 11-71 15-9-0 24-4-4 33-3-0 -6 5-4-0 5-9-0 4-2-0 8-7-4 8-10-12 Scale=1:58.9 3x4 I 4x8= 4x6= 3x4= 3x4 11 4x6= 3x5= 4x8 1 2 3 418 5 6 19 7 8 14 13 �7x2= Iq 0 7x8= 1 17 16 15 12 11 70 9 6x8= 5x6= 3x4 I I 3x4 I I 3x6= 3x6 I I 6x12= r 5-10-0-0 11-7-0 15-9-0 24A-4 33-3-0 5-10 5-9-0 4-2-0 8-7-4 8-10-12 Plate Offsets(X,Y)— 11:0-1-8,Edgel,13:0-3-0,Edgel,(6:0-3-0,Edgel,(14:0-6-4,0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.28 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.59 11-12 >674 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.16 17 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:215lb FT='O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purli6s, except BOT CHORD 2x4 SP M 30`Except` end verticals. 5-12,4-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except` 5-4-3 oc bracing:13-14 1-17:2x6 SP No.2 7-8-15 oc bracing:16-17. WEBS 1 Row at midpt 8-9,8-11,11-13,7-13,2-17 REACTIONS. (lb/size) 9=1479/Mechanical,17=1479/Mechanical Max Uplift9=719(LC 10),17=-719(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-1401/872,2-3=3229/1874,3-18=-3229/1874,4-18=-3229/1874,4-5=-3460/2011, 5-6=-3441/2008,6-19=3441/2008,7-19=3441/2008,7-8=-2193/1263 BOT CHORD 11-1 2=-1 10/255,5-13=-452/375,13-14=-1884/3255,4-14=-464/352,16-17=-906/1569 WEBS 8-11=-1397/2428,7-11=-1 184/863,11-13=-1191/1993,7-13=-776/1308,4-13=222/267, 14-16=868/1490,2-14=-1131/1939,2-17=-1987/1147 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 tit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=1b)9=719, 17=719. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must veilfy 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 truss systems,seeANSI/TPI I Quality Criteria,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 I I Job Truss Truss Type 4 Qty Ply Barbados 513 T10746787 74221 MV2 VALLEY 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:20:13 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-Fhkpw0Lvc16R8rQ9stcA?ohj9 EEf54rH5M1 ZQoW zW POm 2-0-0 2-" Scale=1:7.9 2 6.00 12 1 3 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a ri/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:5 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=62/2-0-0,2=48/2-0-0,3=14/2-0-0 Max Horz 1=40(LC 10) Max Upliftl=-20(LC 10),2=44(LC 10) Max Gravl=65(LC 15),2=57(LC 15),3=28(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22fh B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1,2. 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 MfTEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE Design valid for use only with MITek8 connectors,This design Is based only upon parameters shown,and Is for an Individual building component,notMet a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall j balding design. Racing 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 musses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvc. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type A Qty, Ply Barbedos 513 T10746768 74221 MV4 VALLEY 2 1 Job Reference(optional) ' Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:132017 Page 1 1 D:bsGbjdgfv_oPsmc7Nsrc EXzvUm?-FhkpwOLvd6R8rQ9stcA?ohj4dEcO4rH5M1 ZQoWz W POm 4-0-0 4-0-0 Scale=1:13.0 2 3x4 I I 6.00 12 1 3 3x4 i 3x4 II i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/19Q TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight:14lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=146/4-0-0,3=146/4-0-0 Max Harz 1=94(LC 10) Max Upliftl=47(LC 10),3=-94(LC 10) Max Grav 1=151(LC 15),3=166(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=22ft;B=75fh L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE Ml1--7473 rev.10103)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 i a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall mat building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. ror 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 E Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33810 i Job Truss Truss Type • Qty. Ply Barbados 5/3 T10746789 74221 MV6 GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1ek Industries,Inc.Tus Mar 28 13:20:14 2017 Page 1 1 D:bsGbjdgfv_oPsmc7NsrcEXzvUm?-j uHC7MMXOQZ?Tak2RKhELuG5JeskplXEahlzLyzW POI 6-0-0 6-0-0 Scale=1:18.1 2 3x4 I 6.00 FIT 0. 3 3x4 i 3x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:21 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=236/6-0-0,3=236/6-0-0 Max Horz 1=152(LC 10) Max Up1ift1=-76(LC 10),3=153(LC 10) Max Grav1=245(LC 15),3=268(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft eave=7ft;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb) 3=153. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i II ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must 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 iariiTek' �, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type • QN Ply 74221 N SPECIAL 1 1 Barbados 5!3 T10746790 , Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:14 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-juHC7MMXOQZ?Tak2RKhELuG8veuSp6zEahlzLyzW POI i 7-0-0 11-7-0 15-9-0 24-4-4 i 33-3-0 7-0-0 4-7-0 4-2-0 8-7-4 8-10-12 Scale=1:60.3 5x8 MT18HS= 3x4= 3x4 I 46= 3x4= 4x5= 6.00 FIT 2 317 4 5 18 6 7 4x5 i 1 13 12 7x12— Io 6—= 11 16 15 14 11 10 9 19 8 3x6 3x10= 3x4 I I 3x4 I I 3x6= 3x6 1 I I Sx8= 7-0-0 11-7-0 15-9-0 24-4-4 33-M 7-0-0 4-7-0 4-2-0 8-7-4 8-10-12 Plate Offsets(X,Y)-- f1:Edge,0-1-121,f2:0-6-0,0-2-81,f5:0-3-0,Edgel,fl3:0-6-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.19 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.46 10-11 >858 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) -0.11 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:217 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. ' 4-11,3-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly appffed or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-5-8 oc bracing:12-13. WEBS 1 Row at midpt 7-8,7-10,10-12,6-12 REACTIONS. (lb/size) 8=1483/Mechanical,16=1483/Mechanical Max Horz8=200(LC 10) Max Uplift8=-744(LC 10),16=-697(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-1406/894,2-17=-2519/1499,3-17=2519/1499,3-4=2721/1612,4-5=-2714/1615, 5-18=-2714/1615,6-18=-2714/1615,6-7=-1810/1074,1-2=-17B4/966,1-16=-1414/810 BOT CHORD 4-12=-463/384,12-13=-1300/2536,3-13—441/312 WEBS 7-10—1252/2112,6-10=1149/843,10-12=829/1660,6-12=591/995,3-12=189/270, 13-15=722/1472,2-13=-780/1460,2-15=-689/447,1-15=-708/1459 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=10.0psf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)8=744, 16=697. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103)2015 BEFORE USE �' Design valid for use only with MlTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Info the overall building required for stability and dto prev Is to ent collapse event lwith ng fposssible personal injury and Individual truss web rproperty da chord mage.rs nlFor general guidance regarding the y. Additional temporary and Went bracing MOTek• fabrication-storage,delivery,erection and bracing of trusses and truss systems.seeANSI7TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvdi Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandrim VA 22314. Tampa,FL 33610 Job Truss Truss Type otA Ply Barbados 5/3 T10746791 74221 O SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Mar 28 13:20:15 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvU m?-B4raLiNA9jhr4kl E?l CTu6pMT2ErYa3OpL2XtOzW POk 4-7-15 9-0.0 , 11-7-0 18-7-15 , 25-10-9 33-3-0 4-7-15 4-4-2 2-7-0 7-0-15 7-2-11 7-4-7 Scale=1:60.5 3x8= 4x8= 3x4 11 3x6= 2x3 11 4x5= 6.00 12 3 4 17 5 6 18 7 8 3x4 i 2 m o m 3x4 I 1 � i 13 19 12 20 11 10 21 9 - 7x12= 16 15 14 2x3 II 3x6= 3x6 II 6x8= 3x10= 3x4 II 4x10= 9-M 11-7-0 18-7-15 25-10-9 33-0-0 9-0-0 ' 2-7-0 7-0-15 7-2-11 7-4-7 Plate Offsets-(X,Y)-- (3:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.40 15-16 >987 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) -0.11 16 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight:214lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins, except BOT CHORD 2x4 SP M 30`Except" end verticals. 4-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-9,8-10,5-10,5-13,2-16 REACTIONS. (lb/size) 9=1483/Mechanical,16=1483/Mechanical Max Horz 9=258(LC 10) Max Uplift9=-747(LC 10),16=-694(LC 10) Max Grav9=1506(LC 15),16=1520(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9—1417/892,3-17=-2044/1241,4-17=-2044/1241,4-5=-2064/1253,5-6=-1583/941, 6-18=-1583/941,7-18=-1583/941,7-8=-1583/941,2-3=-1783/1017 BOT CHORD 13-19=1076/2236,12-19=-1076/2236,12-20=-1076/2236,11-20_1076/2236, 10-11=-1076/2236,10-21=-111/254,9-21—111/254,4-13—385/321,15-16=702/1335 WEBS 8-1 0=-1 169/1967,7-10=-547/455,5-10=-898/508,5-12=0/314,5-13=372/144, 13-15=-665/1574,3-13=-718/1313,3-15=-623/323,2-15=-79/313,2-16=-1780/963 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=747, 16=694. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103J2015 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 it a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 61AiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I i I Job Truss Truss Type a City. Ply Barbados 5!3 T10746792 74221 P SPECIAL 1 1 ' Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:16 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-fGPyY2Oowl piiutRZljiQJLXMRbcH21X2?n4PgzW POj 5-6-8 10-9-8 11-7- 18-7-15 25-10-9 33-3-0 5-6-8 5-3-0 -9 7-0-15 7-2-11 7-4-7 i Scale=1:60.1 3x8= 5x6=3x4 I 3x6= 2x3 11 3X6= 3 417 5 6 18 7 8 6.00 12 2x3 i l 2 N � N 3X6 i n 1 I 13 19 12 20 11 10 21 9 7x12= 16 15 14 2x3 I I 3x6= 3x6 11 3x6 Sx12 i I 3x4 4xB= = I 51 6-8 11-7-0 18-7-15 25-10-9 33-3-0 5-6-8 6-0-8 7-0-15 7-2-11 7-4-7 Plate Offsets(X,Y)-- (3:0-3-0,0-2-Oj,fl5:0-5-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.11 12-13 >999 360 MT20 244/190 TCDL ' 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.32 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0.08 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:228lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 4-14:2x4 SP No.B BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-9,8-10,5-10,5-13,3-15 REACTIONS. (lb/size) 9=1483/Mechanical,16=1483/Mechanical Max Horz9=310(LC 10) Max Uplift9=-756(LC 10),16=-685(LC 10) Max Grav9=1561(LC 15),16=1557(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-1428/899,3-17=-1833/1093,4-17=-1833/1093,4-5=-1851/1102,5-6=-1407/818, 6-18=-1407/818,7-18=-1407/818,7-8=-1407/818,1-2=-1759/881,2-3=1836/1082, 1-16=-1505l774 BOT CHORD 13-19=-850/1958,12-19=-850/1958,12-20=850/1958,11-20=-850/1958, 10-1 1=-850/1958,10-21=-142/310,9-21=142/310,4-13=-383/353 WEBS 8-10=1082/1858,7-10=-548/456,5-10=863/475,5-12=0/355,5-13=-384/120, 13-15=-676/1590,3-13=490/988,3-15=466/157,2-15=495/404,1-15=-723/1544 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0t=lb)9=756, 16=685. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MII--7473 rev.10103/2015 BEFORE USE. Design valid for use only with MilekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss 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 ��Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardingthe fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type ' Qtp Ply Barbados 5/3 T10746793 74221 O SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:16 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvU m?-fG PyY20ow1 piiutRZljiQJLZtRbGHzUX2?n4PgzW POj 6-1-9 11-7-0 12-9-8 19-9-0 26-8-8 33-3-0 66 1-9 5-5-7 1-2-8 6-11-8 6-11-8 6 fi-8 Scale=1:62.3 4x8= 2x3 I I 5x8= 3x4 ii 3 4 5 19 6 6.00 FIT 4x6= 5x10= 3x4 5- 7 2 N_ 1 W 3x6 i 1 7 18 O O 9 28 12 13 20 11 10 21 9 8 a I� 16 15 14 6x8= 3x6= 3x4= 3x4 II 3x6 II 5x8= 3x4 11 3x4= 3x8= 6-1-9 11-7-0 12-9-8 19-9-0 26-" 33-0-0 6-1-9 5-5-7 1-2-8 6-11-8 6-11-8 6" Plate Offsets(),Y)-- (4:0-5-4 0-2-0).f6:0-6-0 0-2-81 f7:0-1-8 Edge) f13:0-6-4,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.10 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.21 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.09 18 n/a n/a BCDL 10.0 Code FB02014/TP12007 (Matfix-M) Weight:250lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc puffins, except 6-7:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. 3-14:2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 16=1483/Mechanical,18=1442/Mechanical Max Horz 16=-214(LC 8) Max Upliftl6=699(LC 10),18=-722(LC 10) Max Grav 1 6=1 551(LC 15),18=1442(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1776/898,2-3=2061/1168,3-4=-1901/1170,4-5_1683/1098,5-19=-1683/1098, 6-19=-1683/1098,6-7=-1291/752,1-16=-1494/778 BOT CHORD 15-16=238/265,3-13=-222/316,12-13=-949/1824,12-20=885/1752,11-20=885/1752, 10-11=-560/1091,10-21—560/1091,9-21=-560/1091 WEBS 2-15=740/481,13-15=-890/1579,2-13=-98/299,3-12=-513/378,4-12=-281/636, 5-11=551/453,6-11=-517/936,6-9=-501/374,1-15=715/1526,7-9=-561/1146 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)13. 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,with BCDL=1 O.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=699, j 18=722. 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 MfTEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type w Qty Ply Barbados 5/3 T10746794 74221 R SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:17 2017 Page 1 1 D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-7TzKI000hLyZK2Sd6SExzXufUrvxOW LhGfXexHz W POi 6-1-9 , 11-7-0 , 14-9-8 19-9-0 , 24-8-8 28-10-o i 33-3-0 9 5-5-fi 3-2-8 4-11-8 4-11-8 4-1-8 4--3 4x4= Scale:3/16"_V 6.00 12 3x4 44= 5 6 20 7 3x4 4 3x4 Q 3x6 8 4x6= 4x10= 3x4 i 3 g 2 N OD m 3x6 i 1 0 8 19 o 0 0 O 14 & Io 6x8= 13 21 12 22 11 23 24 10 11 17 16 15 3x8= 4x6= 3x8= 4x6= 3x6 11 5x8= 3x4 11 6-1-9 11-7-0 14-9-8 24-8-8 33-3-0 6-1-9 ' 5-5-0 3-2-8 9-11-0 8-6-8 Plate Offsets(X,Y)-- 114:0-6-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,55 Vert(TL) -0.50 11-13 >793 240 BCLL 0.0 Rep Stress Incr YES W B 0.64 Horz(TL) 0.09 19 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:248lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except BOT CHORD 2x4 SP M 30`Except' end verticals. 4-i5:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13,6-11,8-10 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 17=1483/Mechanical,19=1442/Mechanical Max Horz 17=-256(LC 8) Max Uplift17=-698(LC 10),19=723(LC 10) Max Grav 1 7=1 547(LC 15),19=1494(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1 76918 82,2-3=-2067/1137,3-4=-1987/1154,4-5=-1787/1077,5-6=-1572/1006, 6-20=1183/808,7-20=-1183/808,7-8=-1366/842,8-9=-271/165,1-17=-14901767, 10-18=-641/1282,9-18=-641/1282 BOT CHORD 16-17=-245/309,4-14=-191/300,13-14=-959/1889,13-21=-759/1524,12-21=-759/1524, 12-22=759/1524,11-22=-759/1524,11-23=479/873,23-24=-479/873,10-24=479/873 WEBS 2-16=-745/477,14-16=-904/1622,2-14=-77/293,4-13=-579/426,5-13=281/535, 6-11=-613/387,7-11=147/360,8-11=-179/602,1-16=699/1516,8-1 0=-1 369/763 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 III between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)17=698, 19=723. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,The building designer must verify The applicability ordesign parameters and property Incorporate this design Into the overall I buflding 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 fablcatiom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvcl. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 31 Z Aiexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type ► city Ply Barbados 513 T10746795 74221 S SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:18 2017 Page 1 I D:bsGbid9fv_oPsmc7NsrcEXzvUm?-bfXizkP2Se4QxC1 pg91AVkRgsFFQI_QgVJGBUjzW POh i 5-4-5 11-3-1 16-8.14 22-7-14 28-0-11 i 33-2-6 5-4-5 5-10-12 5-5-13 5-11-05-1-11 4x5= Scale=1:68.5 6.00 12 4x8 5 619 i 3x6 3x4 i 3x6 4 N = 3 = 4x4 i N ao 2 0> 3x4 I 1 N e 18 I9 16 15 20 14 21 13 22 12 11 23 10 9 1 6x8= 3x4= 4x6= 3x8= 3x6= 3x4= 2x3 II 4x5= 8-63 16-8-14 22-7-14 28-0-11 33-2-6 ' 8-6-3 ' 8-2-11 5-11-0 5-4-12 5-1-11 Plate Offsets(X,Y)-- (6:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.15 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.35 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:234lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-15 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 4-13,6-11,2-16,7-9 REACTIONS. (lb/size) 16=1480/0-7-6,18=1440/Mechanical Max Horz 16=-300(LC 8) Max Upliftl6=-703(LC 10),18=-716(LC 10) Max Grav 16=1 591(LC 15),18=1486(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=255/154,2-3=-2211/1112,3-4=-2066/1124,4-5=-1646/974,5-19=1424/939, 6-19=-1424/939,6-7=1402/867,7-8=-274/182,1-16=-267/180,9-17=-598/1260, 8-17=-598/1260 BOT CHORD 15-16=-1080/2112,15-20=918/1938,14-20=-918/1938,14-21=-918/1938, 13-21=-918/1938,13-22=-541/1241,12-22=-541/1241,11-12=-541/1241,11-23=-500/986, 10-23=-500/986,9-10—500/986 WEBS 4-15=91/325,4-13=-688/438,5-13=-134/352,6-13=-187/496,7-11=-133/404, 2-16—2142/1010,7-9=1460/722 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)16=703, 18=716. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WE, 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute•2111 N.Lee Street.Suite 312,Alexandria VA 22314, Tampa,FL 33610 i Job Truss Truss Type Qty` Ply Barbados 5/3 T10746796 74221 T SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Mar 28 13:20:19 2017 Page 1 I D:bsGbjd9ty_oPsmc7NsrcEXzvUm?-4r55A3Qg DyCHZLc?EtHP2yzOPfZPULo_kzOkOgzW POg 20-7-14 63-0 14-7-11 18-8-14 & 26.440 33-2-6 6-5-6 8-2-5 4-1-3 11 5-7-12 6-10-12 0-11-84x4= Scale=1:72.2 6.00 12 4x5= 7 8 3x4 3x6 :r- 6 3x8 9 3x4 1 5 4 4x6= 4x10= n 4x4 i 10 ci m 3 0 3x4 II 3x8 i 2 1 'n a 18 17 0 21 22 Io "'111 7x12= 7x12= 1 20 19 16 15 14 23 13 12 24 11 6x8=3x4 I I 4x4 11 10x10=3x4= 3x6= 2x3 11 3x8= 20-7-14 2-1-6 10-4-6 18-8-14 8-6$ 26-3-10 33-2-6 2-1-6 8-3-0 8d-8 11- 5-7-12 6-10.12 0-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.21 15-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.62 15-16 >640 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.18 22 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:257 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc pudins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 2-19,4716:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-3-15 oc bracing:17-18 OTHERS 2x6 SP No.2 9-10-1 oc bracing:12-14. WEBS 1 Row at midpt 6-15,9-14,9-11 REACTIONS. (lb/size) 20=1477/0-7-6,22=1443/Mechanical Max Horz 20=344(LC 8) Max Uplift20=-701(LC 10),22=718(LC 10) Max Grav20=15O3(LC 15),22=1469(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2894/1485,2-3=-3147/1670,3-4=-2347/1268,4-5=-2342/1374,5-6=-2240/1385, 6-7=-1347/910,8-9=1353/885,9-10=-300/214,1-20=-1582/813,11-21=-523/1219, 10-21=523/1219,7-8=-1127/859 BOT CHORD 2-18=-264/213,17-18=-1360/2613,4-17=-286/249,14-15=-498/1216,14-23=-531/1092, 13-23=-531/1092,12-13=-531/1092,12-24=-531/1092,11-24=-531/1092 WEBS 3-18=269/548,3-17=-487/361,6-17=-595/1102,6-15=-1016/627,15-17=-702/1500, 9-12=0/307,9-14=-190/311,1-18—1278/2497,9-11=-1464/686,18-20=-334/331, 7-15=-324/543 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb)20=701, 22=718. 8)"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 MITEKREFERANCE PAGE MII--7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall BEE building design. for stabilitya nted Is to d to prep nt collapserevent lng with of Individual truss web possible personal Injury andr chord property damagse only. For general gl temporary and uidance regarding the Went bracing iViiTek* fabrlcatlem storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 I %� l _ Job Truss Truss Type ' Qty+ Ply Barbados 513 T10746797 74221 u SPECIAL 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Mar 28 13:20:20'2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-Y2fTOPRI_GK8BVBCoaofb9 W Bs3v2 Dpd7zdllYczW POf 6-5-6 14-7-11 19-8-6 26-3-10 33-2-6 6-5-6 8-2-5 5-0-11 6-7-4 6-10-12 4x4= Scale=1:73.8 6.00 F12 7 3x4 i 3x6 i 6 3x8 8 3X4 II 5 q 4X6= 4x10= 4x4� I g 3 3x4 I 3X8 i 2 1 4 e 16 15 19 20 Io 7x12= 7x12= 1 22 18 17 14 13 21 12 11 10 6x8=3x4 I I 4x4 I 10x10= 3x6= 2x3 [I 3x8= i 2-1-6 10-4-6 19-8-6 26-3-10 33-2-6 2-1-6 8-3-0 9-4-0 6-7-4 6-10-12 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.18 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.54 13-14 >730 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.17 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:246lb FT=o% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, except BOT CHORD 2x4 SP M 30`Except' end verticals. 2-17,4-14:2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-4-2 oc bracing:15-16 OTHERS 2x6 SP No.2 9-11-14 oc bracing:10-11. WEBS 1 Row at midpt 6-13,7-13,13-15,8-13,8-10 REACTIONS. (lb/size) 18=1477/0-7-6,20=1443/Mechanical Max Harz 18=365(LC 8) Max Upliftl8=-701(LC 10),20=-718(LC 10) Max Gravl8=1502(LC 15),20=1474(LC 16) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2908/1477,2-3=-3162/1661,3-4=-2349/1257,4-5=-2342/1364,5-6=2241/1372, 6-7=-1302/872,7-8=-1345/859,B-9—291/205,1-18=1589/809,10-19=-528/1245, 9-19=528/1245 BOT CHORD 2-16=-264/213,15-16=-1351/2631,4-15=-286/245,13-21=-535/1119,12-21=535/1119, 11-12=-535/1119,11-22=-535/1119,10-22=-535/1119 WEBS 3-16=281/566,3-15=-489/362,6-15=-569/1062,6-13=982/618,7-13—487/777, 13-15=-723/1569,8-11=0/334,1-16=-1271/2509,8-10=1513/699,16-18=-355/353 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=7511;L=57ft;eave=7fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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=I O.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)18=701, 20=718. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i e ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid 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 verify the applicability of design parameters and properly incorporate this design Into the overall met building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° B always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I is Job Truss Truss Type QtA Ply Barbedos 5/3 T10746798 74221 V SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:20:21'2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-0 ECrbISwkZS?pfmOLIJ u7N3MIS FAyGgGBHVr42zW POe i 6-5-6 14-7-11 19-8-6 26-3-10 33-2-6 6-5-6 8-2-5 5-0-11 6-7-4 - -- 6-10-12 4x4= Scale=1:72.7 6.00 12 7 3x4 3x6 6 3x4 8 3x4 II 5 4 4x4 3 i 3x6 9 3x4 i I 3x8 i 2 Iv 16 15 �o 7x12= 7x12= 111 18 17 14 13 19 12 11 10 6x8=3x4 II 4x4 I 10x10= 3x6= 3x5= 3x6 II 2-1-0 10-4-6i 19-8-6 263-10 33-2-6 2-1-6 8-3-0 9-4-0 6-7-4 6-10-12 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 0.72 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.54 13-14 >729 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:235 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins, except BOT CHORD 2x4 SP M 30`Except` end verticals. ' 2-17,4-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-4-7 oc bracing:15-16 9-11-12 oc bracing:11-13. WEBS 1 Row at midpt 6-13,7-13,13-15,8-13 i REACTIONS. (lb/size) 1 0=1 481/Mechanical,18=1481/0-7-6 Max Horz 18=-369(LC 8) Max Upliftl0=-734(LC 10),18=-705(LC 10) Max Grav 10=1481(LC 1),18=1491(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2891/1471,2-3=-3144/1654,3-4=2325/1263,4-5=-2318/1369,5-6=-2217/1378, 6-7=-1310/880,7-8=-1346/869,8-9=-1314/713,1-18=-1580/805,9-10=-1417/785 BOT CHORD 2-16=-264/213,15-16=-1341/2614,4-15=285/244,13-19=-539/1096,12-19=-539/1096, 11-12=-539/1096 WEBS 3-16=-277/569,3-15=-490/360,6-15=-566/1060,6-13=-982/618,7-13=-501/766, 13-15—716/1554,8-11=541/369,1-16=-1265/2495,9-11=614/1258,16-18=-361/357 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)10=734, 18=705. 7)"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 MITEKREFERANCE PAGE MI1--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall mot buf1Is alwaysrequired for stability nidd Is to to prevent nt collapsevent lng with o Individual truss f personal web andr chord propery damage nly.Additional temporary and For general guidance regarding the Went bracing M iTek' fabrication,storage-delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qtf, Ply Barbados 5/3 T10746799 74221 V4 VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MfTek Industries,Inc.Tue Mar 28 13:20:22 2017 Page 1 I D:bsGbjd9ty_oPsmc7NsrcEXzvUm?-UQmDp5SZVtasOpLav?g7gabhjsiBhwVQQxEOdUzW POd i 2-0-0 4-0-0 _ 2-0-0 2-0-0 3x6= Scale=1:7.8 2 6.00 12 3 1 3x4 i 3x4 4-0-0 4-0-0 Plate Offsets(X,Y)-- f2:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=124/4-0-0,3=124/4-0-0 Max Horz 1=-31(LC 8) Max Upliftl=60(LC 10),3=60(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;13=751t L=57ft;eave=7ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Info 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' ¢always required for stability and to prevent collapse with posslNe personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type • Qtyr Ply Barbados 513 T10746800 74221 vs VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc.Tue Mar 28 13:20:23 2017 Page 1 ID:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ycKbORTBGBij2zwnTjLMCoBmYGlSQN3Zfb—y9wzW POc 4-0-0 , 8-0-0 4-0-0 4-0-0 Scale=1:15.5 4x4= 2 6.00 F12 3 LJ 4 3x4 i 2x3 13x4 r 8-0-0 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.04 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:25 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=155/8-0-0,3=155/8-0-0,4=299/8-0-0 Max Horz 1=-75(LC 8) Max Upliftl=-94(LC 10),3=-94(LC 10),4=-108(LC 10) Max Grav1=155(LC 1),3=165(LC 16),4=299(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed fora 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)1,3 except(jt=lb) 4=108. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekO 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Barbados 5/3 T10746801 74221 V12 GABLE 1 1 Job Reference(optional) Chambers Truss, -Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:20:21 2017 Page 1 I D:bsGbjdgfv_oPsrrlc7NsrcEXzvUm?-OECrbISwkZS?pfmOLIJu7N3MOSHcySOGBH Vr42z W POe 6-0-0 12-0-0 6-0-0 6-0-0 Scale=1:21.9 4x5= 2 6.00 FIT 3 1 4 3x4 i 2x3 I I 3x4 12-0-0 12-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:39 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=221/12-0-0,3=221/12-0-0,4=528/12-0-0 Max Horz 1=119(LC 9) Max Upliftl=-124(LC 10),3=-124(LC 10),4=-222(LC 10) Max Grav1=224(LC 15),3=241(LC 16),4=528(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-365/249 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22fh B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Intedor(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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)1=124, 3=124,4=222. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a fruss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulking design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type + Qty Ply Barbados 5/3 � T10746802 74221 V16 VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Mar 28 13:20:22 2017 Page 1 1 D:bsGbjdgfv_oPsmc7Nsrc EXzvUm?-UQmDp5SZVtasQpLav?g7gabdHsilhvAQQxEOdUzW POd 8-0-0 16-0-0 8-0-0 8-M Scale=1:27.6 4x4= 3 6.00 F12 2x3 11 2x3 11 2 4 5 71 3x4 i 8 7 6 3x4 2x3 I I 5x6= 2x3 11 16-0-0 16-0-0 Plate Offsets(Y Y)-- 17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight:58 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 1=-163(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5,7 except 6—255(LC 10),8=255(LC 10) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=304(LC 1),6=448(LC 16),8=448(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-6=-359/286,2-8=-359/286 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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)1,5,7 except Qt=lb) 6=255,8=255. 7)"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 end READ NOTES ON THIS AND INCLUDED MWEIV REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mfrek®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 verify the applicability of design parameters and properly Incorporate this design Into The overallbuildi r k alwaysdrequired for stability tyicated Is to and to prep nt collapserevent lng of with possible personal vidual truss web andr chord members property damage. Fy. Additional or general guidanccetemporary ardl permanent th bracing M iTe k' fabrk:ation,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312-Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type ' Qtr Ply Barbados 5/3 ' T10746803 74221 VA VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Mar 28 13:20:23 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-ycKbORTBGBij2zwnTjLMCo8ssG4W QNIZfb-y9wzW POc 1-10-8 1-10-8 Scale=1:7.6 2 6.00 12 1 3 3x4 i I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:5 lb FT=0% LUMBER- BRACiNG- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) i=57/1-10-8,2=44/1-10-8,3=13/1-10-8 Max Horz 1=37(LC 10) Max Upliftl=18(LC 10),2=-40(LC 10) Max Grav1=59(LC 15),2=52(LC 15),3=25(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind;ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7fh Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1,2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek(D 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 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 iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type • Qtf Ply Barbados 5!3 T10746804 74221 VB VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:23 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-ycKbORTBGBij2zwnTj LMCo8n2GOfQNIZfb_y9wzW POc 1-10-9 3-10-10 _ 4-10-8 , 1-10-9 2-0-1 0-11-15 Scale=1:10.0 4 3x4 I I 3x6= 3x6= 6.00 FIT 2 3 v 1 0 5 3x4 i 3x4 II 4-10-8 4-10-8 Plate Offsets(X Y)-- f2:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=185/4-10-8,5=185/4-10-8 Max Horz 1=61(LC 10) Max U pl ift 1=-82(LC 10),5=-98(LC 10) Max Grav1=185(LC 1),5=185(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 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)1,5. 7)"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 parameter:and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and propety Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 f Job Truss Truss Type Qty Ply Barb-a-s/3 T10746805 74221 IN 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Mar 28 13:20:24 2017 Page 1 I D:bsGbjd9fv_oPsmc7Nsrc EXzvUm?-Qpu_DnUpl Ugag7Uz 1 Qsbl?hvTgH 19e7jtFjVhNzW POb 9-11-0 tOr4-0 17-0-11 23-9-0 30.2-10 36-8-4 4&5-6 5-9-9 4-1-7 0.5=0 6-8-8 6-B-8 6-5-10 6-5-10 6-9-2 Scale=1:89.8 5x6= 6.00112 7 3x4 3x4 i 3x6 6 8 9 3x6 4x8 i 3x4 11 5 4x4 3 4 10 3x4 i 4x4 II 2 11 ,9 18 ,7 15 25 16 26 14 13�7 12 a 21 20 4x5= 3x6= 3x8= 3x6= 3x4 6x8= 3x5= 3x4= 3x4 11 3x6 11 6x8= 10-4-0 5.9-9 9-11-0 1 17-0-8 23-9-0 39-3-14 433.E 5-9.9 4-1-7 04-0 6-9-8 9.6-14 70-1-8 0-4-0 Plate Offsets(X Y)-- i19:0-6-4 0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) -0.27 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.50 13-15 >784 240 BCLL 0.0 Rep Stress Incr YES W B 0.76 Horc(TL) -0.05 18 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:268lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 3-20:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 8-15,6-17,4-17,10-12 4-18:2x6 SP No.2 I REACTIONS. (lb/size) 18=2564/0-8-0,12=1333/0-7-6 Max Horz 12=475(LC 9) Max Upliftl8=-1725(LC 10),12=-578(LC 10) Max Grav 18=2564(LC 1),12=1461(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-1190/576,B-9=-1779/823,9-10=-1938/801,10-1 1=-351/211,1-2=681/633, 2-3=-1579/1321,3-4=-1552/1288,4-5=1001/172,5-6=-839/189,6-7=-1195/575, 11-1 2=-355/239 BOT CHORD 18-19=1150/1694,17-18=-1116/1675,17-25=0/824,16-25=0/824,15-16=0/8241 15-26=232/1720,14-26=232/1720,14-27=-232/1720,1 3-27=232/1720, 12-13=501/2089,1-21=-487/687 WEBS 10-13=-265/338,8-13=213/545,8-15=-898/564,7-15=-209/616,6-15—316/478, 6-17=-935/829,4-17=-1486/1995,4-18=-2208/1777,19-21=-410/629,2-19=707/1049, 2-21=-550/325,10-12=-1831/664 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 18=1725,12=578. 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 mrrEKREFERANCE 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 verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is To prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 1 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication-storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i it Job Truss Truss Type Qtj Ply Barbados 513 T10746806 74221 x SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:25 2017 Page 1 I D:bsGbjd9fv_oPsmc7NsrcEXzvUm?-u?SMR7VRooyRHG39a8NgID D4D4cD ul3s6vT3EpzW POa 9-11-0 tQ-Sr4 17-0-8 1 23-8-0 W-2-10 36-8-4 43-5-6 6-6-8 6-5-10 6-5-10 69-2 Scale=1:89.8 5x6= 6.00112 6 3X4 3x4 i 3x6 5 7 8 3x6 i 5x10 7-1 4 4x4 9 3 3x4 4x4 11 2 10 I 7 16 23 15 14 24 13 12 11 0 19 18 4x5= 3x8= 3x6= 6x8= 3x5= 3x4= 3x4 11 3x6= 3x4= 6x12= 10-744 I I 10-5-4 6-9-9 9-11-0 10 3 17-0-8 23-9-0 33-3-14 433-6 6-9-9 4-1-7 6-56 6-8-8 8-6-74 10-1-8 0-2-3 0-1-14 Plate Offsets(X,Y)-- f3:0-1-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.26 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.50 12-14 >793 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) -0.05 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:270 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except BOT CHORD 2x4 SP M 30`Except` end verticals. 3-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-14,3-16,9-11 3-17:2x6 SP No.2 REACTIONS. (lb/size) 17=2547/0-8-0,11=1350/0-7-6 Max Horz11=475(LC 9) Max Upliftl 7=-1 727(LC 10),11=-589(LC 10) Max Grav 1 7=2547(LC 1),11=1472(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-1215/600,7-8—1799/844,8-9=-1958/822,9-10=352/211,1-2=678/630, 2-3=-1624/1369,3-4=-1063/210,4-5=-894/233,5-6=-1222/596,10-11=-355/240 BOT CHORD 16-17=-1164/1731,16-23=0/874,15-23=0/874,14-15=0/874,14-24=-251/1741, 13-24=-251/1741,12-13=-251/1741,11-12=-518/2105,3-17=-2323/1826,1-19=-484/683 WEBS 9-12=263/335,7-12—210/537,7-14=-893/562,6-14=-230/637,5-14=283/439, 5-16=-882/791,3-16=1574/2076,17-19=443/661,2-17—743/1087,2-19=-551/326, 9-11—1850/684 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;cantilever left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 17=1727,11=589. 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 MITEKREFERANCE PAGE M11-7473 rev.IG(0312015 BEFORE USE. � Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatiom 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 Truss Truss Type QN Ply Barbados 5/3 T10746807 74221 Y SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Mar 28 13:20:26 2017 Page 1 ID:bsGbjdgfv_oPsmc7NsrcEXzvUm?-MBOkeTV3Z64lvQeM8rv3gQmKMT3bdgxOLZCcmFzW POZ i 5-5-8 i 10-11-0 5-5-8 5-5-8 2x3 11 3x4= Scale=1:26.5 1 3x4= 2 3 5 6 3x8= 4 3x4 I 3x4 I I i 5-5-8 10-11-0 5-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(fL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:68 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=478/Mechanical,4=478/Mechanical Max Uplift6=-232(LC 6),4=-232(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-431/299,1-2=-379/229,2-3=-379/229,3-4=431/299 WEBS 1-5=-276/457,2-5=-436/379,3-5=-276/457 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft L=5711;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=232, 4=232. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i i 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.IOM312015 BEFORE USE. Design valid for use only with MITekO 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 property Incorporate this design Into the overall buildIs alwiaayys required for stn. ability and to pricated Is toevent collapse revent ing with f Individual truss web and/or posssible personal Injury and proprd members erty damage. ly.Additional For general guidance rregardir permanent and the bracing MiTe k' fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 'I Job Truss Truss Type Ply Barbados 5/3 T10746808 74221 z SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Mar 28 13:20:26 2017 Page 1 ID:bsGbjdgfv_oPsmc7NsrcEXzvUm?-MBOkeTV3Z64ivQeM8rv3gQmKIT3ZdghOLZCcmFzW POZ 5-5-8 10-11-0 5-5-8 5-5-8 3x4= 2r3 11 3x4= Scale=1:32.6 1 2 3 N, 5 6 _ 4 3x4 I I 3x8 3x4 I I L 5-5-8 10-11-0 5-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(fL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:74 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=478/Mechanical,4=478/Mechanical Max Uplift6=-232(LC 6),4=-232(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-431/299,1-2=-305/185,2-3=-305/185,3-4=-431/299 WEBS 1-5=245/405,2-5=-440/382,3-5=245/405 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=22ft;B=75ft;L=57ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=232, 4=232. 7)"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 MI106 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 property Incorporate this design Into the overall �iwayys reqng uired for stability Indicated and to prevent collapse se buckling ith fpo Individual ssible personal web Injury andi chord properly damage nlFy. Additional or general guidance regarding he rary and permanent bracing M iTe k• fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System AL 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 /q (Drawings not to scale) = offsets are indicated, 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 BCSI. c1-2 Cgs 2. Truss bracing must be designed by an engineer.For 0-1/1 bar wide truss spacing.individual lateral braces themselves 0 WEBS 4 may require bracing,or alternative Tor I c y 0 bracing should be considered. 0 l,� M c = o �� 3 p C 3. Never exceed the design loading shown and never a- a_ O�p U = stack materials on inadequately braced trusses. o- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-e cb cs_b designer,erection supervisor,property owner and plates 0-'he" 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 MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%attime 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 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,s¢e,orientation and location dimensions indicated are minimum plating requirements. 'i LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and i 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 ft.spacing, 9 Y 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. of or treated lumber may Use green y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015