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205, 209, 213, & 217 OCEAN GATE DR - TRUSSES li • JULIUS LEE PE. RE: 721172- OFFICE COPY 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity-Beaches Project Name: 721172 Model: Quadplex Revised Lot/Block: . Subdivision: 205, 209, 213, 217 Ocean Gate Dr. Address: Atlantic Beach, Florida City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf ` 'O " v 0 wrv� > LU Roof Load: 32.0 psf " 0J This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawinzkss:•• F 8 c With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and ttiii trAex she& I conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professior l ( tei = o In the event of changes from Builder or E.O.R. additional coversheets and dra 'figs,tiaacon \' this coversheet. The latest approval dates supersede and replace the previous ra*ip No. Seal# Truss Name Date No. Seal# Truss Name Date ' '� f., " v f� 1 110700167 CJO4 10/9/015 18 110700184 F14 10/9/015 13' On e : v 2 110700168 j CJO5 10/9/015 19 1 110700185 F15 10/9/015 I 7 t a CO am 2 w O 1 3 110700169 CJO6 10/9/015 20 1110700186 F16 10/9/015 . Y: o z 4 110700170 EJ02 10/9/015 21 1 110700187 F17 10/9/015 151 %`ti c a 4 5 110700171 F01 10/9/015 22 110700188 F18 10/9/015 � in o v n 0 6 110700172 F02 10/9/015 23 1110700189 F19 10/9/015 * L v •°o c 7 110700173 F03 10/9/015 24 1110700190 F20 10/9/015 0 i 6 N O 8 110700174 F04 10/9/015 25 1 110700191 F21 10/9/015 0. r 5, E - o a r--� ' 9 110700175 F05 10/9/015 26 1110700192 F22 10/9/015 0 ; a T. a Q 10 110700176 F06 10/9/015 27 110700193 F23 10/9/015 I ° d 4o 0 c. Cy 11 110700177 F07 10/9/015 28 110700194 F24 10/9/015 6" a,r c H E 12 110700178 F08 10/9/015 29 110700195 HJO2 10/9/015 Z m v 0 13 110700179 F09 10/9/015 30 110700196 T01 10/9/015 1 p. N a; w Q 14 110700180 F10 10/9/015 31 110700197 102 10/9/015 n.°; z a 0 ce � 15 110700181 F11 10/9/015 32 110700198 T03 10/9/015 16 110700182 F12 10/9/015 33 110700199 104 10/9/015 u E 3 o o ^ -.. 17 110700183 F13 10/9/015 34 110700200 105 10/9/015 11 a v E • `,\'t ri'i i`y�1� The truss drawing(s)referenced above have been prepared by MiTek \���`vs s.K "iii Industries, Inc. under my direct supervision based on the parameters \�� \., ...•••• .., provided by Builders FirstSource(Jax). .J. •• NSF �V * . * — Truss Design Engineer's Name: Julius Lee _ 0 34869 _ i My license renewal date for the state of Florida is February 28,2017. 7 if.. p NOTE:The seal on these drawings indicate acceptance of .0 STATE OF / ' `~/ professional engineering responsibility solely for the truss S P \�\• components shown. The suitability and use of this component , ' S••.i•oRio•• �0' for any particular building is the responsibility of the building "�, 1ONAL- designer, per ANSI/TPI-1 Chapter 2. ��"t i i i t \Oktober 9,2015 1 of 4 Julius Lee 721172 CJ04 Jack-Open Truss 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 Milt*Industries,Inc. Fri Oct 09 11:11:51 2015 Page 1 ID:_8kMQOg ICcvBYV 7m4?iycCyToxk-Oiah 2EcB?x7CzOU GAfTx2Hvdy0OniOTh c07 k?yV9gs 2-0-0 I 1.0 0 I I 2-0-0 Scale=1:6.8 3 2 1 4.00 12 r1"... ,III I o l/ / - FA 4 j 1 1 3x4 = Plate Offsets(X,Y)— f2:0-1-6.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=264/0-3-8 (min.0-1-8),4=-90/Mechanical Max Holz 2=70(LC 8) Max Uplift 2=-298(LC 8),4=-90(LC 1) Max Gray 2=264(LC 1),4=120(LC 8) \\�``)``)1cI I Woo / // FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ \v?•J"\. ���j NOTES- (7-9) �V \CENS •' . �� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc., * • * .-GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions to 34869 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. _ : Et 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. 4.• STATE OF • LU 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 2 and 90 lb uplift at .•... .... .„z- joint 4. FCRIDP.•' V 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //v�0 A� \ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //0/11110%\\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard e- 9,201( t • WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dehvery,erection and bracing,consult ANSITPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 I7Onofrio Drive.Madison,NA 53719. 721172 CJOe Jack-Open Truss 8 1 :-fer-nce Iootionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:11:53 2015 Page 1 ID:_BkMQOgICcvBYV7m4?iycCyToxk-yShSTwdRWYNwChefH4VPk_MFZ15tFcWm9wVEptyV9gq -2-0-0 i 5-0-0 I 2-0-0 5-0-0 Scale=1:13.4 3 1, II 4.00 12 to T1 2 B1 c� d_ il '11 2x4= 4 ►/ 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(TL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-99(LC 12),2=240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\\.```S 0%11111/o, S` , 77�o, NOTES- (7-9) ` V • 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., ,J� •10EN$� '•.�� GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions - * •• * i shown,Lumber DOL=1.60 plate grip DOL=1.60 i e 34869 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 = -0 f.4 r1\ _ •will fit between the bottom chord and any other members. _.204". 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 240 lb uplift at • STATE OF •-��� joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -•-• (AR)OP . ( "' 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any 1 \� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /7/v/O N A` \\� 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. y !I I!I I I I \\ 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201', 1 it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,'Al 53719. 721172 F01 GABLE 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:11:55 2015 Page 1 ID_8kMQOgICcvBYV7rn4?iycCyToxk-uUpCucfh2AdeS?o1 PVXIgPSf5ZgUjWS3cE_LtmyV9qo 0-48 0-48 Scale=1:33.0 I 3x3 = 3x3 = 1 2 3 4 5 6 7 8 T1 9 10 11 12 13 14 15 16 i,: !� 1 1 1 1 1 ST sJ Si i sly V .Y 1I1 'J Y Y i� _ �� Ya∎14.∎.■-.��r-r moray iiaaaaa�i,- 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x3 = 3x3= 3x3= 1 1-6-12 1 2-10-12 1 4-2-12 I 56-12 16-10-12 8-2-12 I 9-6-12 110.10.12 I 12-2-12 I 13-6-12 114-10-12 I 16-2-12 I 17-6-12 118.2-17 19-9-8 1 1-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:92 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:31-32,17-18. REACTIONS. All bearings 19-9-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)32,17,31,18,30,29,28,27,26,25,24,23,22,21,20, 19 \\\�11111Jf1!!/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \���--\``�\3S•J '`. C 7//// NOTES- (7-9) \ �v \CENS�c•••.c �/ 1)All plates are 1.5x3 MT20 unless otherwise indicated. * , 2)Gable requires continuous bottom chord bearing. / e 34869 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _ �� _ 4)Gable studs spaced at 1-4-0 oc. _ /,' : W _ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ft• STATE OF LL/` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any .••s�` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••••FL ORIOP' ••• 0 �\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. •S •••••••• �\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //v'O N A` \ LOAD CASE(S) Standard ///!f I I I 1 I I \\ r 1 ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability doing construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSViPl1 Quality Criteria,058.89 and BC311 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 F03 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:11:56 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-NgNa5xgJpTIV39NEzC36MC eYzzPSsECrujuQCyV9gn " 0-1-8 H I .1-' 1 ' 1-94 I I 1-8-0 I Scale=1:33.5 • 4x4 = 1.5x3 = 1.54 II 54= 4x4 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 T6 7 8 9 10 11 I.I $2411∎WA ��1 -- 4~,i� 1-1 25 5" �, -' r 22 21 20 Co 18 17 16 15 14 13 1.5x3 II 4x4 = 3x4= 1.54 II 3x8= 4x4= 6-1.8 I 19.9.8 6-1-8 13-8-0 Plate Offsets(X.Y)— I1 1:0-1-8,Edoel.(17:0.1-8.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.24 15-16 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- ., TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS. (lb/size) 23=328/0-5-4 (min.0-1-8),12=740/0-3-4 (min.0-1-8),19=1069/0-3-8 (min.0-1-8) Max Gray 23=356(LC 3),12=745(LC 7),19=1079(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\�``\``t s I S`I('{1////o TOP CHORD 23-24=-357/0,1-24=-356/0,12-25=-741/0,11-25=-740/0,1-2=-281/0,2-3=-483/0, \\ \V -----;`. C /j, 3-4=-483/0,4-5=-765/0,5-6=-1931/0,6-7=-1931/0,7-8=-2152/0,8-9=-2152/0, '\f\)\'' \CENS�• �� 9-10=-1698/0,10-11=732/0 BOT CHORD 21-22=0/483,20-21=0/483,17-18=0/1404,16-17=0/1931,15-16=0/1931,14-15=0/2011, i 13-14=0/1369 - * a 34869 • * =I WEBS 4-19=1072/0,1-22=0/357,4-20=0/460,2-22=275/32,11-13=0/944,10-13=-885/0, _ r _ 10-14=0/457,9-14=-435/0,7-15=-111/404,4-18=0/890,5-18=-921/0,5-17=0/785, _ -] / / • 6-17=-339/0 —. NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. �� STATE OF �� 2)All plates are 3x3 MT20 unless otherwise indicated. .c� FCORIDP (jam' s 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� S1/•••••-•• `� \\\ 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. /� O .,,C,9\\\,,\ \\• Strongbacks to be attached to walls at their outer ends or restrained by other means. //1 f 'V 1110\\\\ 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201: o A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design P amenters and nd P pe r incorporation lon of component is of building designer- truss desi g ner.Bracing n 9 shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive.Madison,WI 53719. 721172 F05 Floor Truss 6 1 "eferenceloptional l Builders FirstSource, Jadrsonvilie,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:11:58 2015 Page 1 • ID_8kMQOgICcvBYV7m4?i yCCyToxk-J3VLWdhaL5?CJSWc4d5aR14_gmfxwlUVICC?U5yV9gI 0-1-8 00��tt H I 130 i I�1 1 1-11-0 I cai 8 • S e=1:26.9 4x4 = 4x4 = 1.5x3 = 3x4 = 4x4 =1.5x3 I I 3x3 = 1.5x3 I I 3x3= 3x4= 1.5x3 = 1 2 3 4 t 6 7 8 9 , 1.1 �i,+ M V a.1 �� isli 20 ay I.VOltmer.19 �■ 4 A. a. Allkilk. illialill\h ii 3 e a17 16 15 14 13 12 11 Aa 3x3 = 4x6 = 3x4 = 4x4 = 1.5x3 II 3x6 = 3x4= 4x6= 3x3 = 15-11-8 I 15-11-8 Plate Offsets(X,Y1— 11:EdQe,0-1-81,19:0-1-8,Edae1.f15:0-1-8,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.29 13-14 >650 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=858/0-3-4 (min.0-1-8),10=858/0-3-4 (min.0-1-8) FORCES.TOP CHORD 8-19=-856/0,11--19 e855 011 forces 10-20-853/0,9-20=-852 0,1-2=-863/shown.-3=-2049/0,3-4=-2732/0,4-5=-2732/0, \\\_ `�1 S!Kl y7//,// 5-6=2733/0,6-7=-2733/0,7-8=-2060/0,8-9=-859/0 \ V /•BOT CHORD 16-17=0/1611,15-16=0/2502,14-15=0/2732,13-14=0/2732,12-13=0/2486,11-12=0/1613 __`` ` WEBS 9-11=0/1108,8-11=-1048/0,8-12=0/622,7-12=-592/0,7-13=0/336,5-13=-369/249,1-17=0/1113,2-17=-1041/0, �v \CENSF /i 2-16=0/608,3-16=-630/0,3-15=0/677,4-15=-411/0 * •, *, ..- NOTES- (4-6) = / e 34869 1) Unbalanced floor live loads have been considered for this design. _ '- 7 I t� )pt -atai— 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ::_� Strongbacks to be attached to walls at their outer ends or restrained by other means. d•• �� 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any STATE OF � ` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••• PL-ORIO Ps ,'• c 'Z• 6)Truss Design yEngineelr Julius Lee,PE:Florida P.E.License lo.34869: ddresse1109Costal Bay Blvd.Boynton Beach,FL 33435 ////v 10 N A` �\\\ \\\ LOAD CASE(S) Standard ///// III 1 1 \ October'9,201( i A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the buiksng designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,IM 53719. 721172 F07 - Floor Truss 2 1 Job Reference(optional) Builders FirslSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:00 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-FRd5xJjgtiGwYmg?C272XS9N aOUObeomWh6ZyV9gj • 0-1-8 �,86 H�30� HI 1-10-8 1 OSca • le=1:34.1 1.5x3 = 7x8 II 4 4x6 II 2x6 II 3x6 II 4x6 II 4x6 II 2x6 II 5x6 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 T-» r IIM Illm■lweAMILsw•AMI ■■•-er; 7- z-_ OM 0 21 20 19 18 17 16 15 14 13 6x10 MT18H= 5x6 I I 4x6 I I 2x6 II 2x6 II I 19-9-8 . 19-9-8 Plate Offsets(X,Y)— f1:0-1-8.0-0-8),16:0.3-0.Edael.17:0-3-0.Edgej.[11:0-1-8,Edoel.[11:0-1-8.0-0-81.f16:0-3-0.0-0-01,[17:0-3-0,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.28 17-18 >850 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.43 17-18 >539 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:162 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=2023/0-5-4 (min.0-1-8),12=1306/0-3-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\"11110//// TOP CHORD 1-22=2016/0,11-12=-1300/0,1-2=-2430/0,2-23=-5888/0,3-23=-5888/0,3-4=-6948/0, \ ``S S, , 45=-6948/0,5-6--6917/0,6-7=-6579/0,7-8=-5556/0,8-9=-5556/0,9-10=3850/0, \if\ V •••--,'`. / �/j 10-11=1463/0 BOT CHORD 20-21=0/4743,19-20=0/7031,18-19=0/7146,17-18=0/6579,16-17=0/6579,15-16=0/6579, \GENSF ��1415=0/4811,13-14=0/2852 WEBS 11-13=011878,10-13=1804/0,10-14=0/1322,9-14=1272/0,9-15=01966,7-15=-1580/0, * . 34869 7-16=0/453,1-21=0/3120,2-21=-3005/0,2-20=0/1515,3-20=-1512/0,3-19=-313/0, _4-19=0/324,5-19=-257/0,5-18=-543/0,6-18=0/926,6-17=-627/0 -0 is ce NOTES- (8-10) ~ 1) Unbalanced floor live loads have been considered for this design. — „ • STATE OF •••��\ 2)All plates are MT20 plates unless otherwise indicated. •mow\ ■ 3)All plates are 6x8 MT20 unless otherwise indicated. FL OR1D P` J 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r/ \\� 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. 7/v��N A` ��\ ■ Strongbacks to be attached to walls at their outer ends or restrained by other means. //I!/III 1\\%\\ 6) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1259 lb down at 3-11-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=-10,1-11=-100 Concentrated Loads(Ib) Vert:23=1179(F) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 October-9,201: I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSUIPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. 721172 F08 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 11:12:00 2015 Page 1 ID:_8kM00glCcvBYV7m4?iycCyTOxk-FRd5xJjgtiGwYmg?C272XS9KxaMFOegomWh6ZyV9gj I 1-3-0 I I 1-2-12 I -p-i • 1.5x3 = Scale=1:11.5 6x8 = 2x6 II 3x8 II 4x6 II 1 10 2 3 11 12 4 il F. ri i 1 — hd11 I • 1.5x3 II 4x8= 9 8 7 6 , 4x6= 2x4 I I 4x4 = 4-1-4 I 5-7-4 I 4-1-4 1-6-0 Plate Offsets(X,Y)— [2:0-3-0,Edael,f4:0-1-8.0.0.81,14:0-3-0,Edge],[5:Edge,0-1-81,f8:0-1-8,Edciel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Doc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.07 6-7 >940 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1279/Mechanical,5=1574/0-7-4 (min.0-1-8) Max Grav 9=1279(LC 1),5=1576(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\,01\11,`c Ic1 1!/////, TOP CHORD 1-9=-1326/0,4-5=-1584/0,1-10=1567/0,2-10=-1567/0,2-3=-1567/0,3-11=868/0,11-12=-875/0,4-12=-881/0 �� \ 15•S'K. �,, BOT CHORD 7-8=0/1567,6-7=0/1567 - J�' \cE►vs �F i WEBS 4-6=0/1131,1-8=0/2040,3-6=-918/0,2-8=-1117/0 '• NOTES- (8-11) _. * a 34869 1) Unbalanced floor live loads have been considered for this design. = — 2) Refer to girder(s)for truss to truss connections. _ �,0 f 11 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. j-23 ` _ 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. VI STATE,, 5)CAUTION,Do not erect truss backwards. ' •6) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)832 lb down at 1-1-8,and 832 •�''-• 1-ORIO P -• C9 lb down at 3-1-8,and 832 lb down at 5-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of / v (1 '••••-•• �\• others. / 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / 7/ O I/i A I I I I\`'`` \ / 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Concentrated Loads(Ib) Vert 10=752(B)11=-752(B)12=752(B) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=10,1-4=100 Continued on page 2 October-9,201f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEN REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSViP11 Qua lity Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 1 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 IF09 Fbor Truss 2 1 Job Reference(optional) .. .. Guiders FkatSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Fri Oct 09 11:12:01 2015 Page 1 I D:_8kMQOg ICcvBYV7 m4?•iycCyToxk-jeAT8fkSe0OnAwFBIleH3gia K_mU 7Apx?ARf5QyV9gi 0-1-8 I—I i • 1-3-0 I I 1-9-4 i Orli • Scale=1:11.8 3x3 = 1 3x3 = 21.5x3 II 3 3x3 = 4 • I1 10 11 S' 1.5x3 — •' 1.5x3 = W2 W2 Bi II ■ 1.5x3 II 3x3= ■ 8 7 6 3x3= 3x3 = 3x3 = I 4-9"4 I 6-34 I 4-9-4 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES . GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) . -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=325/0-5-4 (min.0-1-8),5=325/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP OT CHORD 9-10=-353/0, 8=0/390,6 7==0/390 2/0,5-11=-328/0,4-11=328/0,1-2=-390/0,2-3=-390/0 \\,\`t 1`C b I I I!!/////7/ WEBS 4-6=0/307,1-8=0/495 \\\\--``��V•7,,.�.7• r`. C /// NOTES- (4-6) \ \�v 10EN$F'•-$.��- 1) Unbalanced floor live loads have been considered for this design. - * ., .- 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ / a 34869 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ - Strongbacks to be attached to walls at their outer ends or restrained by other means. _ •-0 /�i r • 4) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - 5) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 0� • STATE I' ... „,..., 6)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 , ��` -!LORIOP.•' C9 � LOAD CASE(S) Standard ,'/ss/ �\\ /01 III 10\s 0e•eec 9,201: I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Appbcabiiy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding • 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 721172 F11 Floor Truss 12 1 Job Reference(optional) Builders FirsiSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:02 2015 Page 1 ID:_8kMQOglCcvB WJm4?iycCyToxk-BgksM?k4PJ Wen4gNJTAWclEk4N3DsUQ5DgADdsyV9qh 0-1-8 • H I 1-30 1 I 1-7-12 I —H s ; cat e=1:27.0 1.5x3 = 1.5x3= 4x6 II 3x6 II 3x6 II 2x8 II 2x6 II 4x6 II 6x10= 2x6 II 2x6 II 3x6 II 1 2 3 4 TL 6 2'I 2 7 8 9 10 q T C C a� �,'`_�`� eta �`>/ '`, �,,�+l4�� +►\- ri q■ril a. 19 18 17 16 15 a 13 12 0. 3x3= 4x4= 3x3= 3x3= 3x3 = 5x8 = 3x3 II 3x4 = 34 = 3x3 = I 12-3-4 I 16-0-4 12-3-4 3-9-0 Plate Offsets(X.Y)— [1:0-1-8.0-0-8],[4:0-3-0,Edael,15:0-3-0.0-0-01.18:0-3-0,Edoel,19:0.3-0.0-0-01.110:0-1-8.0-0-81.113:0-1-8.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft .Lid PLATES GRIP . TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:108 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=687/0-3-0 (min.0-1-8),11=145/0-3-4 (min.0-1-8),14=2054/0-3-8 (min.0-1-8) Max Uplift 11=287(LC 3) Max Gray 20=690(LC 10),14=2054(LC 1) \\\``\``\11 1 1 1/1/ ,////7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \�\ \v?,v./c / 0• TOP CHORD 1-20=-683/0,10-11=0/314,1-2=-695/0,2-3=1586/0,3-4=-1788/0,4-5=-1788/0, ��\ S" \LENS `� �� 5-6=1788/0,6-21=-388/0,21-22=388/0,7-22=-388/0,7-8=0/515,8-9=0/515, F .. i 9-10=0/514 * •,• BOT CHORD 18-19=0/1295,17-18=0/1837,16-17=0/1788,15-16=0/1543,14-15=-915/0,13-14=-915/0, / a 34869 12-13=-515/0 — ' WEBS 7-14=-2043/0,1-19=0/897,2-19=-815/0,2-18=0/395,3-18=340/0,3-17=126/260, _ -D /`/ r - •7-15=0/1656,6-15=-1568/0,6-16=-261/340,10-12=-654/0,9-12=0/318,7-13=0/633, — _ 8-13=292/0 NOTES- (8-10) STATE OF ,• 2 1) Unbalanced floor live loads have been considered for this design. r FC ORID P G\ � 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 lb uplift at joint 11. �� •••••••' !t \\ 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //v/Q A' Ti `� 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ///// �I�1 l\\\\\ Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)734 lb down at 10-3-4,and 287 lb down at 11-5-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 11-20=-10,1-10=-100 Concentrated Loads(Ib) Vert:21=654(B)22=-207(B) Continued on page 2 — -- October-9,201! 1 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,F1 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,VN 53719. 721172 F12 Floor Truss 4 1 1.Job Reference(optional) Buiders FfrstSouroe, . Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:03 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-fOIEZLIiAdeVPEPatAh185nuznK1b3CESUwm9lyV9gg 0-1-8 H I 139 I • 1 2-0-0 Scales 1:17.0 1.5x3 = 3x3= 3x3 = 3x4= 1 3x4 2 3 4 3x3 = 5 Ti - •• • 13 ,, — 7 6 3x4 = 3x3 = 1.5x3 II 1.5x3 II 3x4 = 34= 1.54 II I 10.1.8 I 10-1-8 Plate Offsets(X,Y)— 15:0-1-8.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.12 9-10 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.18 9-10 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:52 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 12=540/0-3-0 (min.0-1-8),6=547/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `)\l 1 I I l/// TOP CHORD 12-13=-532/0,1-13=-532/0,5-6=-525/0,1-2=-501/0,2-3=1042/0,3-4=-1036/0,4-5=-474/0 \\\\\``� S.L ////,/ WEBS 5-7=0/644,0/644 471763100-11=0/64402-61=-61310 7-8=0/1036 \' ‘\, �J\C,ENSr,' . �' .■ NOTES- (7-10) 1) Unbalanced floor live loads have been considered for this design. ' i a 34869 2) Refer to girder(s)for truss to truss connections. 3) Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. _ - /j r� • 4)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. „./: _• 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tU STATE OF LU 6)CAUTION,Do not erect truss backwards. � '' ��\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any '...1...(:)..R.1.0.:; _.Is' Cj particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,If�' \� 8) Note:Visually graded 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License o.34869:Address:1109�Coastal Bay Blvd.Boynton Beach,FL 33435 //v,,,j I��, ` I 10) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard October-9,201; I • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Apphcabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSUTPIM Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.W 53719. 721172 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:04 2015 Page 2 ID:_8kMQOgICcvBYV7m4?iycCyToxk-8DscnhmLxxmM1N mRuC hlK2DBjpKOrOh8fJilyV9gf LOAD CASE(S) Concentrated Loads(Ib) Vert:15=-734(B)16=-287(B) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert 7-14=10,1-3=20,3-6=100 Concentrated Loads(Ib) Vert 15=654(B)16=-207(B) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 7-14=-10,1-4=100,4-6=-20 Concentrated Loads(Ib) Vert 15=734(B)16=-287(B) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pi) Vert 7-14=10,1-3=-20,3-6=-100 Concentrated Loads(Ib) Vert:15=-654(B)16=-207(B) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 IF15 'Floor Truss 6 1 1JobReference Notional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Fri Oct 09 11:12:05 2015 Page 1 ID_8kMQ0gICcvBYV7m4?iycCyToxkcPQ_OnziEuDeXZy_bjDEWsHfb5x3xRXwoPtEByV9ge 0-1-8 H I 1-3-0 I • I 1-6-0 Scale=1:20.4 3x4= 1.5x3 = 3x3= 3x3 = 3x3= 3x4= 1 2 3 434 = 5 6 Ti e 5 !' il 4 me 4 n 110 '_ 1• ,�� ■ a 13 12 11 10 9 8 7 3x3= 4x4= 3x3 = 1.5x3 I I 1.5x3 !1 3x3 = 4x4= 1.5x3 I I i 1-6-0 I 4-0.0 I 8-3-0 I 10-9-0 I 12-1-8 1-6-0 2-6-0 4-3-0 2.6-0 1-4-8 Plate Offsets(X.Y)— f6:0-1-8.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:63 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=650/0-3-0 (min.0-1-8),7=657/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\.011 l l l///// TOP CHORD 14-15=-646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=-1397/0,3-4=-1614/0,4-5=-1385/0,5-6=-598/0 \�� \``� S f' //// BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 \ �J /� / WEBS 6-8=0/813,1-13=0/804,5-8=-762/0,2-13=-753/0,5-9=0/348,2-12=0/341,4-9=-404/0,3-12=-393/0 � \' Z \‘\ ‘\. ICE NSF •y� NOTES- (6-9) 1) Unbalanced floor live loads have been considered for this design. / a 34869 2) Refer to girder(s)for truss to truss connections. _ r — 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ -D /'/ I l 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. +T _ Strongbacics to be attached to walls at their outer ends or restrained by other means. /�+ 5)CAUTION,Do not erect truss backwards. •, STATE OF LU Z 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '- Fj.ORIO P •• (, 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / 61.."-E.'••••.••• \\ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ////v/O N A\_ �C �. 9) Use Simpson THA422 to attach Truss to Carrying member ///1 l III 1 1 1 ,\\\ LOAD CASE(S) Standard October-19,201', t ► A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITE'REFERENCE PAGE Mll•7473 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. Applicability of design parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during consWdion is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage.delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 DOnofrio Drive.Madison,WI 53719. 721172 F16 FkwrTruss 2 1 Job Reference(optional) V/W Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:12:06 2015 Page 2 ID:_8 kM QOg ICcvBYV7m4?iycCyToxk-4b_M BM nbTY04Gh 79YI ESmjPLO?QfoLfi888Q mdyV9gd LOAD CASE(S) Uniform Loads(plf) • • Vert:9-17=-10,1-5=-100,5-8=-20 Concentrated Loads(Ib) Vert 18=-1031(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-4=20,4-8=-100 Concentrated Loads(Ib) Vert:18=-951(F) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert 9-17=-10,1-5=100,5-8=20 Concentrated Loads(Ib) Vert:18=-1031(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=10,1-4=-20,4-8=-100 Concentrated Loads(Ib) Veil:18=-951(F) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Appkcabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSUTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 F18 GABLE 1 1 �,v.w.w IJob Reference(optional) Builders FiatSource, Jacksonville,Fl 32244 7.640$Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:07 2015 Page 1 OAS.,� • ID:_8kMQOglCcvBYV7m4?rycCyToxk-YnYIPioDDs8xuriL601hJxyi30wlXxQgN6u 14yV9gc 0148 • Scale=1:26.9 3x3 = 3x3= 1 2 3 4 5 6 T7 8 9 10 11 12 13 Y 0 0 0 y 0 o -e P or -0 - •���' S� STI ST1 s-ri j Si/ STI ST7 ST1 SI ST1 28 Y� � D'r o o o s 26 25 24 23 22 21 20 19 18 17 16 15 14 3.4= 3x3 = 3x3 = 3x3= 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-743 16-2-4 1 -4-140 I 1-4-0 I 1-4-0 I 1-4-0 1 140 { 1-4-0 I 140 I 1-4-0 140 I 1-0-12 I 1-6-12 { LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES 'GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:76 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-2-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 \\\IIII11/11/ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\```S ////// NOTES- (7-9) \\ --``V V '•• / 1)All plates are 1.5x3 MT20 unless otherwise indicated. �v \CEN$F .- . 2) Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). __ * . 34869 4)Gable studs spaced at 1-4-0 cc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 7) /�i if A • X 6) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any . �� LL/ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE OF 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. FL OR1.01 p •' �` 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ;//610.•/* / ) s •••••• ••'�� \\, LOAD CASE(S) Standard ////OiNIA '`\\\\ \ October 9,201; 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporntilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrb Drive.Madison,WI 53719. 721172 F20 GABLE 1 1 Job Reference(ootionaJ NlW Iw Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:08 2015 Page 1 age• ID:_8kMOOgICcvBYV7m4?iycCyToxk-0_57c2pr_9GoV?HXgjGxr8UtpoGXGOgzcmdXrWyV9gb 01148 • Scale=1:27.2 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 T e 17 P■L Y r ill '�1� 26∎ Q Y 1 Y ii 11 26 25 24 23 22 21 20 19 18 17 18 15 14 .3x3= 3X3= • 3X3= 3x3 = 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-9-8 16-4-4 I 1-6-12 I 1-4-0 I 1-4-0 I 1-40 I 1-4-0 l 1-4-0 I 1-4-0 j 1-4-0 i 1-4-0 j 1-4-0 I 1-2-12 I 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 Na n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:77 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-4-4. (lb)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 FORCES. (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. \\\1`,i I I i I,///// NOTES- (7-9) �� __``�` ..•• • C /, 1)All plates are 1.5x3 MT20 unless otherwise indicated. �v 1GEN$F'••�� 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). * i • 34869 4)Gable studs spaced at 1-4-0 oc. _ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _-D / r•6) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. — ti• _ Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any — ST ATE OF ��particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. .R�ORID N •' G` ■ 9) Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / 0/••• • t \\� LOAD CASE(S) Standard /////f •l l l l `\\�� October-9,201f t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bradng to insure stability during construction is the responsibullity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,WI 53719. 721172 F21 (Floor Truss 12 1 Job Reference(o{ onal) Builders FirstSouroe, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 11:12:09 2015 Page 2 • ID:_8kMQOglCcvBYV7m4?iycCyToxk-UANgogTITOf79skDRoAOM 1 uZCRo?hF7gON4NyyV9ga LOAD CASE(S) Concentrated Loads{Ib) Vert:10=447(F)11=527(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=10,1-2=20,2-4=100 Concentrated Loads(Ib) Vert 10=-447(F)11=-447(F) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert 5-9=10,1-3=100,3-4=-20 Concentrated Loads(Ib) Vert 10=-447(F)11=-527(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 5-9=-10,1-2=-20,2-4=100 Concentrated Loads(Ib) Vert:10=-447(F)11=-447(F) • i A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.74T3 BEFORE USE. Design valid for use only with Mask connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responstbilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-S9 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. VlW IV[ 721172 F22 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:09 2015 Page 2 • ID:_8kMQOgICcvBW/m4?iycCyToxk-UAfVgogTITOf79skDRoAOM 1 waCP2?ei7gQN4NyyV9ga LOAD CASE(S) Uniform Loads(pit) • • Vert 5-9=10,1-3=100,3-4=-20 Concentrated Loads(Ib) Vert 3=-637(F)10=-88(B)11=557(F)12=-637(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert 5-9=-10,1-2=-20,2-4=100 Concentrated Loads(Ib) Vert 3=-557(F)10=-168(B)11=557(F)12=-557(F) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-3=100,3-4=-20 Concentrated Loads(Ib) Vert:3=-637(F)10=-88(B)11=-557(F)12=-637(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:5-9=10,1-2=-20,2-4=-100 Concentrated Loads(Ib) Vert:3=-557(F)10=-168(B)11=557(F)12=-557(F) 1 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing.consult ANSIRPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 CfOnofno Dnve.Madison,W1 53719. 721172 F24 Floor Truss 2 1 1JobReference(optional) I IVIW IyY Buiders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:10 2015 Page 1 - ID_8kMQOgICcvBYV7m4?iycCyToxk-yMDt1 kg5Wn W MIRwn8JPxZZ7GcsSkFLG346ev(yV9gZ I 1-3-0 I f 155E I 3x3 = Scale=1:10.8 1 34= 2 1.5x3 I I 3 3x3 = 4 T1 W1. W2 VYt R 4 Y 1.5x3 I I 3x3= Z 9 8 7 6 5 3x3 = 1.5x3 I I 1,5x3 I I I 4-4-0 5-8-8 4-4-0 I 1-4-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Inc" YES WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:31 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=307/Mechanical,5=307/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-333/0,4-5=-310/0,1-2=-341/0,2-3=-341/0 BOT CHORD 7-8=0/341,6-7=0/341 \ 1 y 1 t I i I J/ // WEBS 4-6=0/282,1-8=0/454 \\��\ `v5 S./+\ '7i// NOTES- (5-7) �\ ,J� •10ENS . ...\ \ - 1) Unbalanced floor live loads have been considered for this design. � • ..-• 2) Refer to girder(s)for truss to truss connections. * / a 34869 .•* 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r•4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ -0 7 / C'_ Strongbacks to be attached to walls at their outer ends or restrained by other means. T _ 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any N particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. . 0 �i(/•6) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. STATE OF \ 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �vv•••!...C ORIO P.••0 LOAD CASE(S) Standard '�//��NIAI�0�0 October 9,201; t • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VN 53719. 721172 II-UO2 JACK-PARTIAL TRUSS 4 1 Job Reference(ootional) IrVIW iv, Builders FirstSource, Jacksonville,Ft 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Fn Oct 09 11:12:11 2015 Page 2 ID:_8kM Q0g ICcvBYV7m4?rycCyToxk-QZnFF4rtH4eM MS06LsgeTn6F 009CTTQ IjsB SryV9gy LOAD CASE(S) Concentrated Loads(Ib) • Vert:8=95(F=47,B=47)9=-52(F=-26,B=-26)10=68(F=34,6=34)11=0(F=0,B=0)12=20(F=10,B=-10) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,2-5=10 Concentrated Loads(lb) Vert 8=77(F=39,B=39)9=-42(F=-21,B=-21)10=68(F=34,B=34)11=0(F=0,B=0)12=20(F=10,B=10) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-4=-14,2-5=-30 Concentrated Loads(lb) Vert:8=25(F=12,B=12)9=-13(F=-7,B=-7)10=68(F=34,B=34)11=1(F=1,B=1)12=-59(F=-29,B=-29) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=60,2-4=43,2-5=-6 Horz:1-2=-69,2-4=-52 Concentrated Loads(Ib) Vert:8=51(F=26,B=-26)9=75(F=38,B=38)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-4=25,2-5=-6 Horz:1-2=-26,2-4=-33 Concentrated Loads(Ib) Vert:8=2(F=1,B=1)9=128(F=64,B=64)10=-6(F=-3,B=-3)11=0(F=O,B=0)12=-12(F=-6,B=-6) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=30,2-4=23,2-5=-10 Horz:1-2=-44,2-4=37 Concentrated Loads(Ib) Vert:8=7(F=3,B=3)9=133(F=67,B=67)10=5(F=3,B=3)11=12(F=6,B=6)12=-0(F=-0,B=-0) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=12,2-4=4,2-5=-10 Horz:1-2=-26,2-4=-18 Concentrated Loads(Ib) Vert:8=60(F=30,B=30)9=186(F=93,B=93)10=5(F=3,B=3)11=12(F=6,B=6)12=0(F=0,B=-0) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-51(F=-26,B=-26)9=75(F=38,B=38)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(Ib) Vert:8=12(F=6,B=6)9=139(F=69,B=69)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-51(F=-26,B=-26)9=75(F=38,B=38)10=-6(F=-3,B=3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(lb) Vert:8=12(F=6,B=6)9=139(F=69,B=69)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=30,2-4=23,2-5=10 Horz:1-2=-44,2-4=-37 Concentrated Loads(Ib) Vert:8=7(F=3,B=3)9=133(F=67,B=67)10=5(F=3,B=3)11=12(F=6,B=6)12=-0(F=0,6=-0) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=0,2-5=-10 Horz:1-2=-22,2-4=-14 Concentrated Loads(Ib) Vert:8=70(F=35,B=35)9=196(F=98,B=98)10=5(F=3,B=3)11=12(F=6,B=6)12=-0(F=-0,B=0) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-4=-14,2-5=10 Concentrated Loads(Ib) Vert:8=25(F=12,B=12)9=13(F=7,B=-7)10=68(F=34,B=34)11=0(F=0,B=0)12=-20(F=10,B=-10) Continued on page 3 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-a9 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madson,WI 53719. 721172 K.102 JACK-PARTIAL TRUSS 4 1 Job Reference(optional) wuu laJ Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:11 2015 Page 4 ID_BkMQOgICcvBYV7m4?i ycCyTOxk-QZnFF4rkH4eMMS06LsgeTn6F009CTLQfjsBSryVNY LOAD CASE(S) Uniform Loads(plf). Vert:1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-140(F=-70,B=70)9=135(F=-68,B=-68)10=-222(F=-111,B=111)11=11(F=5,B=-5)12=-31(F=15,B=15) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(Ib) Vert:8=-77(F=38,B -38)9=-.72(F=-36,B=36)10=222(F=111,B=111)11=-11(F=-5,B=-5)12=31(F=15,B=-15) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=30,2-4=23,2-5=-10 Horz:1-2=-44,2-4=-37 Concentrated Loads(Ib) Vert:8=-82(F=-41,B=41)9=77(F=-39,B=-39)10=-211(F=105,B=-105)11=0(F=0,B=0)12=-20(F=10,B=-10) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=8,2-4=0,2-5=-10 Horz:1-2=-22,2-4=-14 Concentrated Loads(Ib) Vert 8=-19(F=-9,B=9)9=-14(F=-7,B=7)10=-211(F=105,B=-105)11=0(F=0,B=0)12=-20(F=10,B=-10) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-4=-16,2-5=10 Horz:1-2=-33,211=28 Concentrated Loads(Ib) Vert:8=5(F=3,B=3)9=-62(F=-31,B=-31)10=-145(F=73,B=-73)11=0(F=0,B=0)12=-20(F=-10,B=-10) 33) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=25,2-4=-30,2-5=-10 Horz:1-2=-19,2-4=14 Concentrated Loads(Ib) Vert:8=45(F=23,B=23)9=22(F=-11,B=-11)10=145(F=73,B=73)11=0(F=0,B=0)12=20(F=10,B=-10) 34) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-4=-16,2-5--10 Horz:1-2=33,2-4=-28 Concentrated Loads(Ib) Vert:8=5(F=3,B=3)9=-62(F=-31,B=-31)10=-145(F=-73,B=73)11=0(F=0,B=0)12=-20(F=-10,B=-10) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-28,2-4=-33,2-5=10 Horz:1-2=16,2-4=-11 Concentrated Loads(Ib) Vert:8=53(F=26,B=26)9=14(F=-7,B=7)10=-145(F=-73,B=-73)11=0(F=0,B=0)12=-20(F=-10,B=-10) k � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consutt ANSI/TM Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D•Onofno Dnve,Madison,WI 53719. 721172 1'T01 Hip Truss 12 1 i rorw�"' ll llJob Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:13 2015 Page 2 I D: 8kMQOglCcvBYV7rn4?iycCyToxk-NxvOglt_piu4cmAVSHs6YCBanppCxUajll LI WjyV9gW 11) This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-8=-54,8-11=-54,2-10=-10 Concentrated Loads(Ib) Vert:4=159(B)8=-159(B)16=-169(B)12=-169(B)17=110(B)18=-110(B)19=-110(B)20=110(B)21=110(8)22=-110(B)23=-110(B)24=110(B)25=24(B) 26=-24(B)27=-24(B)28=-24(B)29=24(B)30=-24(B)31=-24(B)32=-24(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,4-8=-44,8-11=-44,2-10=-10 Concentrated Loads(Ib) Vert:4=-130(B)8=-130(B)16=-149(B)12=-149(B)17=90(B)18=-90(B)19=-90(B)20=-90(B)21=-90(B)22=-90(B)23=90(B)24=90(B)25=24(B)26=24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=-24(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-4=-14,4-8=-14,8-11=-14,2-10=-30 Concentrated Loads(Ib) Vert 4=-44(B)8=-44(B)16=-231(B)12=-231(B)17=-29(B)18=-29(B)19 -29(B)20=-29(B)21=-29(B)22=-29(B)23=-29(B)24=-29(B)25=-72(B)26=-72(B) 27=-72(B)28=-72(B)29=-72(B)30=-72(B)31=-72(B)32=-72(B) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-4=28,4-8=28,8-10=18,10-11=11,2-10=-6 Horz:1-2=53,2-4=-36,8-10=27,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=148(B)8=148(B)16=82(B)12=82(B)17=73(B)18=73(B)19=73(B)20=73(B)21=73(B)22=73(B)23=73(B)24=73(B)25=-14(B)26=-14(B)27=14(B) 28=14(B)29=14(B)30=14(B)31=-14(B)32=-14(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-4=18,4-8=28,8-10=28,10-11=45,2-10=-6 Horz:1-2=-19,2-4=-27,8-10=36,10-11=53 Drag:4-5=0,7-8=0 Concentrated Loads(Ib) Vert:4=148(6)8=148(B)16=82(B)12=82(B)17=73(B)18=73(B)19=73(B)20=73(B)21=73(B)22=73(B)23=73(B)24=73(B)25=-14(B)26=-14(B)27=-14(B) 28=-14(B)29=-14(B)30=-14(B)31=14(B)32=-14(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-8=7,8-10=2,10-11=5,2-10=-10 Horz:1-2=-29,2-4=-21,8-10=12,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=198(B)8=198(B)16=92(B)12=92(B)17=93(B)18=93(B)19=93(B)20=93(B)21=93(B)22=93(B)23=93(B)24=93(B)25=-10(B)26=-10(B)27=-10(B) 28=-10(B)29=-10(B)30=-10(B)31=-10(B)32=-10(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=5,2-4=-2,4-8=7,8-10=7,10-11=15,2-10=-10 Horz:1-2=-19,2-4=-12,8-10=21,10-11=29 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=198(B)8=198(8)16=92(B)12=92(B)17=93(B)18=93(B)19=93(B)20=93(B)21=93(B)22=93(B)23=93(B)24=93(8) 25=10(B)26=10(B)27=-10(B)28=-10(B)29=-10(B)30=-10(B)31=-10(B)32=-10(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=20,2-4=28,4-8=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert 4=180(6)8=180(B)16=82(B)12=82(B)17=86(B)18=86(B)19=86(B)20=86(B)21=86(B)22=86(B)23=86(B)24=86(B) 25=14(B)26=14(B)27=-14(B)28=-14(B)29=-14(B)30=-14(B)31=-14(B)32=-14(B) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=-6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=180(6)8=180(B)16=82(B)12=82(B)17=86(B)18=86(B)19=86(B)20=86(B)21=86(B)22=86(B)23=86(B)24=86(B) 25=-14(B)26=-14(B)27=-14(B)28=14(B)29=-14(B)30=-14(B)31=-14(B)32=-14(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-8=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Continued on page 3 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 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. Appkcability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabncation,quality control,storage,delivery,erection and bracing.consult ANSIfTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.W 53719. • 721172 Tot Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:13 2015 Page 4 ID_8kMQOglCcvBYV7m4?iycCyToxk-NxvOgIt.piu4cmAVSHs6YCBanppCxUajll LIWjyV9gW LOAD CASE(S) Concentrated Loads(Ib) Vert:4=-130(B)8=-130(B)16=-149(B)12=-149(B)17=-90(B)18=-90(B)19=90(B)20=-90(B)21=-90(B)22=-90(B)23=-90(B)24=-90(B)25=-24(B)26=-24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=24(B)32=-24(B) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-14,4-8=-44,8-11=-44,2-10=10 Concentrated Loads(Ib) Vert:4=-130(B)8=-130(B)16=-149(B)12=-149(B)17=-90(B)18=-90(B)19=90(B)20=-90(B)21=-90(B)22=-90(B)23=-90(B)24=90(B)25=-24(B)26=-24(B) 27=24(B)28=-24(B)29=-24(B)30=-24(B)31=24(B)32=-24(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-4=28,4-8=28,8-10=18,10-11=11,2-10=-B Horz:1-2=-53,2-4=-36,8-10=27,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-105(B)8=105(B)16=143(B)12=-143(B)17=-59(B)18=-59(B)19=-59(B)20=-59(B)21=-59(B)22=-59(B)23=-59(B)24=59(B)25=28(B)26=28(B) 27=-28(B)28=-28(B)29=-28(B)30=28(B)31=-28(B)32=-28(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 1 Uniform Loads(plf) Vert:1-2=11,2-4=18,4-8=28,8-10=28,10-11=45,2-10=-6 Horz:1-2=-19,2-4=27,8-10=36,10-11=53 Drag:45=-0,7-8=0 Concentrated Loads(lb) Vert:4=-105(B)8=105(B)16=-143(B)12=-143(B)17=59(B)18=-59(B)19=-59(B)20=-59(B)21=-59(B)22=-59(B)23=-59(B)24=-59(B)25=-28(B)26=-28(B) 27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=-28(B)32=-28(B) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-8=7,8-10=2,10-11=5,2-10=-10 Horz:1-2=-29,2-4=-21,8-10=12,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-55(B)8=-55(B)16=-133(B)12=-133(B)17=-39(B)18=-39(B)19=39(B)20=39(B)21=39(B)22=-39(B)23=-39(B)24=-39(B)25=-24(B)26=-24(B) 27=24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=-24(B) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-4=-2,48=7,8-10=7,10-11=15,2-10=-10 Horz:1-2=-19,2-4=-12,8-10=21,10-11=29 Drag:45=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-55(B)8=-55(B)16=-133(B)12=133(B)17=-39(B)18=-39(B)19=-39(B)20=-39(B)21=39(B)22=-39(B)23=-39(B)24=-39(B)25=-24(B)26=-24(B) 27=-24(8)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=-24(B) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-8=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=-46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=-28(B)32=-28(8) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Veil:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=-6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 Drag:4-5=0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=-46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=-28(B)32=-28(B) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,48=14,8-10=14,10-11=7,2-10=6 Horz:1-2=29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=-46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=-28(B)32=-28(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 Drag:4-5=0,7-8=0 Concentrated Loads(Ib) Veil:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=-46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=-28(B)32=-28(B) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 5 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 1-02 Hip Truss 2 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:12:14 2015 Page 1 I D:_8kMQ Og I CcvBY V 7m4?iycCyToxk-r8TOt5uca?OxDwIhO_N L5Pkk W D8ugOjs_h4r2AyV9gV I -2-0-0 I 4-10-14 I 9-0-0 f 15-11-8 I 22-11-0 1 27-0-2 I 31-11-0 1 33-11-0 I 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 Scale=1:58.8 54= 2 x 4 1 1 5x8 = 4.00 12 4 5 6 • 2x4 J !: ar, 2x4 v' 3 A , lipoifittlo 7 - c 2 •`�' i 'I s- '` 8 3x8 = 12 11 10 3x8 = 3x4= 5x8 3x4 = I 8-4-10 { 15-11-8 I 23-6-6 1 31-11-0 1 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X.Y)— [2:0-4-0,EdoeL 18:0.4-O,Edael,111:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.28 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.54 11-12 >695 180 BCLL 0.0 • Rep Stress Incr YES WB 0.45 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),8=1133/0-5-8 (min.0-1-8) Max Horz 2=50(LC 8) Max Uplift 2=-429(LC 8),8=-432(LC 9) \ /, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \\‘0111,11,„/// �\\3 `S.I\ /, TOP CHORD 2-3=-2560/1628,3-4=-2297/1430,4-5=-2671/1723,5-6=-2671/1723,6-7=-2280/1420, ‘\ \ ,[� 7-8=-2520/1602 \CEN$-. ' —.`.c\ BOT CHORD 2-12=-1420/2372,11-12=1160/2111,10-11=-1168/2097,8-10=-1419/2329 - -- WEBS 3-12=-250/282,4-12=-59/287,4-11=-390/732,5-11=-426/348,6-11=-400/744, = * / a 34869 '• 6-10=-51/279,7-10=-222/262 NOTES- (8-10) ) Iii i 1) Unbalanced roof live loads have been considered for this design. /" 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.ll;Exp C;Encl., -. 0 • STATE OF 41 GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber - •.- . . DOL=1.60 plate grip DOL=1.60 " �CORIOP 3) Provide adequate drainage to prevent water ponding. • l�s ••....• \\� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /77y /O N A1- \\\ 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 ////(III 1\\\\\ will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 432 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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201', • • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design peramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 721172 T04 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:16 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-n Wa8lnvs6dHfTDu48PQpAgp6z1 g18yn9R?Zy72yV9gT I -2-0-0 I 6-10-14 I 13-0-0 I 18-11-0 25-0-2 I 31-11-0 133-11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-2 6-10-14 2-0-0 • Scale=1:58.8 5x6 = 5x6= 4.00 I 12 4 5 2x4 \\ ,/\ /N 4 // _ NAlimihilm.... •a r V 4 .0 2 7 n d 11 10 9 - d 3x8 = 3x4= 5x6= 3x4 = 3x8 I 8-4-10 I 15-11-8 I 23-6-6 I 31-11-0 I 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)- [2:0-4-0.Edge1,17:0-4-0,Edge1.110:0-3-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.21 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 10-11 >883 180 BCLL 0.0 • Rep Stress Inc- YES WB 0.28 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),7=1133/0-5-8 (min.0-1-8) Max Horz 2=-66(LC 13) Max Uplift 2=-415(LC 8),7=-418(LC 9) \\\\\III 1 1 l I I I/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��� �v5 S•!, 7�j� TOP CHORD 2-3=-2513/1620,3-4=-2305/1541,4-5=-1771/1233,5-6=-2286/1529,6-7=-2490/1605 �" J� '••• 4� �j ■ BOT CHORD 2-11=1400/2323,10-11=-963/1746,9-10=-965/1742,7-9=-1411/2297 ICEN$F WEBS 3-11=343/359,4-11=-356/536,5-9=-343/518,6-9=-330/349 NOTES- (8 10) _ * a 34869 '•* —_ 1) Unbalanced roof live loads have been considered for this design. _ -0 i rl 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., „,/,:,/ _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber 7--7341. IP --. DOL=1.60 plate grip DOL=1.60 ; L(/ 3) Provide adequate drainage to prevent water ponding. • STATE OF • - • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -(� ,'L ORIO P (�` 5)•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 �S1 G� \, 6) Provide idemechanical connection�(by others)tof truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 418 lb uplift at '''//, N A`- \\\�\\ joint7. IIf 11111�\ 7)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201f ■ • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delvery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison.WI 53719. 721172 T06 !Common Truss 4 1 Job Reference(optional) nvrw[vr Builders FirstSource, Jaccsonvilb,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:19 2015 Page 1 I D:_8kM QOg ICcvBYV7m4?iyCCyToxk-B5GHwpxIPYfE KhdfpXzWoTRazErtLGGb8zockNyV9ga -2-0-0 1 8-4-10 1 15-11-8 23-6-6 31-11-0 133-11-0 { 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 Scale=1:57.9 4x6 = 5 ii 3x6% 3x6 4.00 I 12 2x4 4 6 2x4// 3 try tr4 7 u.) _ . 8 n 12 13 11 14 10 " d 3x8 = 3x4 = 4x6 = 3x4 = 3x8 = I 10-10-15 l 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y)— [2:0-4-0,Edoel.f8:0-4-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.36 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.71 2-12 >533 180 BCLL 0.0 • Rep Stress Incr YES WB 0.43 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),8=1133/0-5-8 (min.0-1-8) Max Horz 2=79(LC 16) Max Uplift 2=-401(LC 8),8=-405(LC 9) \\00111110,/� y// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �' `v5 S•,\ //�•TOP CHORD 2-3=-2434/1618,3-4=-2093/1417,4-5=-2019/1436,5-6=-2009/1429,6-7=2082/1411, .\ J\ `CENS '4x. '� 7-8=-2417/1608 F BOT CHORD 2-12=-1389/2242,12-13=-805/1482,11-13=805/1482,11-14=-805/1482, 10-14=-805/1482,8-10=-1402/2223 = * . 34869 WEBS 5-10=-393/636,7-10=-480/475,5-12=-403/649,3 12=490/484 _ `, rl NOTES- (7-9) �n / / (*� 1) Unbalanced roof live loads have been considered for this design. /" `��� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., - 0 •. L/ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber - STATE OF - DOL=1.60 plate grip DOL=1.60 r FCORIDP 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v '••....•• \� 4)w•ill This t between been bottom designed hd for a andlive cad ofinembers with BCDL=chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /// ./(:). N A\-,� \� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 lb uplift at joint 2 and 405 lb uplift at /f I I I l t joint 8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard Octobec,9,201' 4 ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 721172 ITOB (GABLE I4 1 IIVIUML, Job Reference(optional) II Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:23 2015 Page 1 I D:_8 kMQ Og I CcvBYV7m4?iycCyToxk-4sVOmA?F Sm9fpIxQ2N2 SyJcOirNrH9wB2bmgt8yV9gM -2-0-0 15.11.8 31-11-0 l 2-0-0 ( 15-11-8 I 15-11-8 I i Scale=1:55.9 • 2x4 II 4x6 2x4 II 2x4 II 11 12 13 2x4 II 2x4 II 10 till 14 2304 II 5x6%2x4 II g 15 2x4 11 5x6 4.00 12 2x4 I I 8 16 7 17 2x4 II 7. a 2x4 II 6 li ° 18 2x4 II if) 2x4 II 5 n 19 2x4 II• 2x4 II 4 20 2x4 II 3 21 ut 2 � g � ` 'I �� k!� 22 m d1 .����∎∎∎����∎•��������%MAW��t aIVAL�t a�t a∎∎∎o∎∎∎���∎∎∎∎∎�∎••∎∎�M�•V���'I�.AWAM�MA�ta:ota∎o∎■∎KM���ta∎■∎∎•∎∎�0���������.ta���ILIrta0����M. ) 3x4 = 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 2x4 II 2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 II 2x4 11 2x4 II 5x6=2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 31-11-0 31-11-0 Plate Offsets(x,Y)- 17:0-3-0.0-3-01.117:0-3-0.0-3-01 132:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, \w111110/, 24,22 except 2=-141(LC 8),23=-110(LC 13) \\ `` O - // Max Gray All reactions 250 lb or less at joint(s)32,33,34,35,36,37,38,39,40,41,31,30,29,28,27, \ 5 S \, / ��/, 26,25,24,22 except 2=253(LC 1),23=275(LC 24) N\\\\)\/\‘''' ` ,j tCENS$-'••.� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10-12) _ / a 34869 1) Unbalanced roof live loads have been considered for this design. _ -0 7 i r1t Ct 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., • GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 — 0 • STATE OF 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. FLORID P •' G\ ■ 4 ■ )Gable requires continuous bottom chord bearing. f/ ! \\ 5) Gable studs spaced at 1-4-0 oc. //07 O A t A V- i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ////f l 1 I t,`\\ 7) "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. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)33,34,35,36,37, 38,39,40,41,31,30,29,28,27,26,25,24,22 except(jt=lb)2=141,23=110. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201; 1 ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Appbcability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the Julius Lee PE. erector. Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing.consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component BOynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. 721172 T10G GABLE I1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:25 2015 Page 1 ID: 8kMQOgICcvBYV7m4?iycCyToxk-OFdYBsOW OPN2c4o9o4w1kheWf0714hUWvFxxlyV9gK I -2-0-0 I 16-3-0 I 2-0-0 16-3-0 Scale=1:39.0 2x4 I I 14 15 2x4 II r( 2x4 11 13 1 r 5x6 % 2x4 II 12 10 11 2x4 H 9 2x4 II 8 r 2x4 I I 7 •� I 2x4 II 2x4 I I 6 4'00 12 3x4 2x4 II 5 4 1 6x8 11 3 2 �''.. �11111111 w ill w w � S� rfir - rr�r7 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x6 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6 = 2x4 II 2x4 I I 2x4 II 2x4 I I 2x4 I I 2x4 I I 16-3-0 j I 16-3-0 Plate Offsets(X l,)'— 110:0.3-0,0-3-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except 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. All bearings 16-3-0. (Ib)- Max Horz 29=287(LC 8) \0\\I I I f I///// Max Uplift All uplift 100 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27 except 28=-122(LC / 8) ,�` DVS S.f( //,, Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 .< \' • •••• i \�J \GEN4. •�� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ■ TOP CHORD 2-3=-293/101,3-4=301/114,4-5=-252/88 * i e 34869 •• ..g NOTES- (10-12) -0 ./ a r,� _ Et 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& - MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 „ • STATE OF 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ••- -1-01:00,-.••• (j 3) Gable requires continuous bottom chord bearing. S \� \\ 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///v/�N A� 0� 5) Gable studs spaced at 1-4-0 oc. ////I 1 I I I 1 k\\ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7) •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. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,16,17,18,19, 20,22,23,24,25,26,27 except(jt=lb)28=122. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October•-9,201; t ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage.delivery,erection and bracing,consult ANSIRPII Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. 721172 T12 MONOPITCH TRUSS 2 2 Job Reference(optional) Builders FiratSource, Jadtsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:12:27 2015 Page 1 • ID:_8kMQOglCcvBYV7m4?i ycCyToxk-yellcY2mW?f5HwEBHD6O79n2?SX3DmhmzDkl OvyV9gl -2-0-0 5-6-3 10-8-13 16-3-0 1 2-0-0 1 5-6-3 { 5-2-11 1 5-6-3 2x4 I I Scale=1:40.9 6 ■ r 3x6 5x8 5 4 e. 4.00 12 104 3x4 3 ' II 111111 I 5x8 2i=T �att.-1_1111M illik■-li■ Mi ■ IIA .M11111111111.11111111iMill 11.1111111.11.11111 .1. _. E• 12 13 10 14 15 9 8 16 17 18 . 8x10= 6x8 = 7 7x8 II 8x10 = 7x8 = 1 5-6-3 1 10-8-13 { 16-3-0 { 5-6-3 5-2-11 5-6-3 Plate Offsets(X,Y)- [8:0-3-8,0-4-12],_[9.0-2_10,0-0-0],[10:0-3-8.0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.19 7-8 >972 180 BCLL 0.0 • Rep Stress Incr NO WB 0.91 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc puffins, BOT CHORD 2x6 SP No.2*Except* except end verticals. B2:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3"Except" WEBS 1 Row at midpt 5-7 W1:2x8 SP 2400F 2.0E,W2:2x4 SP No.2 REACTIONS. Max Herz 7701/0-C3-;(min.0-2-12),11=4436/0-5-8 (min.0-2-10) \\\`,`,I I I I I I////// ' Max Uplift 7=1504(LC 8),11=1401(LC 4) \\\\ \3 —••K. �'2, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ .• JV •\CEN$F .�� TOP CHORD 2-3=-6669/1991,3-4=-4648/1371,4-5=-4576/1378,2-11=-3467/1128 ` BOT CHORD 11-12=-509/998,12-13=-509/998,10-13=-509/998,10-14=-2036/6269,14-15=-2036/6269, i a 34869 9-15=-2036/6269,8-9=-2036/6269,8-16=-1400/4384,16-17=-1400/4384, —_ 17-18=-1400/4384,7-18=-1400/4384 _ 4,A r� • Qi WEBS 3-10=-454/1431,3-8=2136/721,5-8=-1443/4785,5-7=5687/1815,2-10=-1592/5376 NOTES- (9-11) -- fit i L 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: STATE OF 2 Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. v ••-P1-OR IO P ••• 0` Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. // s1 \>� Webs connected as follows:2x4-1 row at 0-9-0 oc. 777v'O N A1- \\ 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 ///011110\ \\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=1504,11=1401. 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)1001 lb down and 311 lb up at 2-2-12,1001 lb down and 311 lb up at 4-0-0,1001 lb down and 311 lb up at 6-0-0,1001 lb down and 311 lb up at 8-0-0,1001 lb down and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 Continued on page 2 October-9,201; LOAD CASE(S) t I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.NA 53719. 721172 T12 MONOPITCH TRUSS 2 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:28 2015 Page 3 I D:_8 kM QOg ICcvBYV7 m4?i iycCyToxk-RgJhpu2OHJnyv3pNrwddtMJClstlyDxwCtTbYMyV9gH LOAD CASE(S) Uniform Loads(pit) Vert 1-2=14,2-6=-14,7-11=10 Concentrated Loads(Ib) Vert:9=-423(B)12=-423(B)13=423(B)14=423(B)15=-423(B)16=-423(B)17=423(B)18=-423(B) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=23,2-6=-28,7-11=10 Horz:1-2=-21,2-6=-16 Concentrated Loads(lb) Vert 9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 16) Dead+0.75 Roof Live(bat)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-29,2-6=-35,7-11=-10 Horz:1-2=15,2-6=-9 Concentrated Loads(lb) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-6=-28,7-11=10 Horz:1-2=-21,2-6=-16 Concentrated Loads(Ib) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-6=-38,7-11=10 Horz:1-2=11,2-6=-6 Concentrated Loads(Ib) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-6=28,7-11=-6 Horz:1-2=53,2-6=-36 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=268(B)16=-268(B)17=-268(B)18=-268(B) 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-6=18,7-11=6 Horz:1-2=-19,2-6=-27 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=-268(B)16=268(B)17=-268(B)18=268(B) 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-6=7,7-11=10 Horz:1-2=29,2-6=-21 Concentrated Loads(Ib) Vert:9=-264(B)12=-264(B)13=-264(B)14=-264(B)15=-264(B)16=-264(B)17=-264(B)18=-264(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-6=-2,7-11=10 Horz:1-2=19,2-6=-12 Concentrated Loads(Ib) Vert:9=-264(B)12=-264(B)13=264(B)14=-264(B)15=-264(B)16=-264(B)17=-264(B)18=-264(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-6=28,7-11=-6 Horz:1-2=-29,2-6=-36 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=268(B)16=-268(B)17=-268(B)18=-268(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-6=14,7-11=-6 Horz:1-2=15,2-6=-23 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=-268(B)16=-268(B)17=-268(B)18=-268(B) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-6=28,7-11=-6 Horz:1-2=29,2-6=-36 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=-268(B)16=-268(B)17=-268(B)18=-268(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-6=14,7-11=-6 Horz:1-2=-15,2-6=-23 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=268(B)16=-268(B)17=-268(B)18=-268(B) Continued on page 4 i t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery.erection and bracing.consult ANSUTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,1M 53719. 721172 T13G GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 11:12:29 2015 Page 1 I D:_8kMQOg I CcvBY V 7m4?iycCyToxk-vOt30E 302cvpXDOaOe9sCasO LG R7h u?3RXD84oyV9gG -2-0-0 I 8-2-8 I 16-5-0 I 18-5-0 2-0-0 8-2-8 8-2-8 2-0-0 ' Scale=1:34.1 4x6= 2x4 II 2x4 II 7 8 9 2x4 I I 2x4 II 2x4 II 8 mil 10 2x4 II 2x4 I I 5 2X4 I I 2x4 I I.. .4.00 124 2x4 II y 12 3x4 3x8� 3 � ill 13 3x6 2....0•3,43.11..:102x4 �� sl Y 14. . u>t / .r • .r��� 15 fbi i w w w w w w w w fwl' 7) Irkrlt�rit�r 1 r�r�r�ras'�rt�r-•,+rterart F 749741!411 5128M1!41_∎:■74: 7�.7417 749T4747 71117 7 71!174112■1911: 1�! M! ∎: A:ASM: 17�•t+7� 29 28 27 2e 25 24 23 22 21 20 19 18 17 16 2 x 4 I I 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6 = 2x4 I I 2 x 4 I I 2x4 I I 2 x 4 I I 2x4 1 1 2x4 I I I 16-5-0 I 16-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.04 15 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-5-0. (Ib)- Max Horz 29=-23(LC 13) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), \\\I I I I l I 1/// ,A=2 reactions s> •J�\V S S'K � '� Max Gray All reactions 250 lb or less at joint(s)29,16,23,24,25,26,27,28,22,20,19,18,17 / FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �CEN4. , $-. 'c.- TOP CHORD 2-29=231/330,14-16=-231/328 - • tia NOTES- (11-13) * ra 34869 *jpta 1) Unbalanced roof live loads have been considered for this design. _ I l l 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 STATE OF L/ 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry - • ••G=� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. FC ORIO p- 4)Gable requires continuous bottom chord bearing. ••....• \� 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). /////// N Al- Ti" ` 6)Gable studs spaced at 1-4-0 oc. /O'VI~I t \\\ 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 100 lb uplift at joint(s)24,25,26,27,28, 22,20,19,18,17 except(jt=lb)29=226,16=228. 10) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-9,201; I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria.D58-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. •721172 1716 Common 16 1 . Job Reference(optional) Builders First Source, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 11:12:31 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-rP_pRv5HaEAXmXYyW2BKH?xkJ4zz9mgMuriF9hyV9gE -1-4-0 ` 4-7-3 8-1-8 11-7-13 I 16-3-0 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 • - Scale=1:28.5 I 4x6= . 3.00 IT2 4— 2x4,4......411111140000"..._:_-_- VW 2x4 3 5 N 2 6 BT = B2 I •c 112 8 7 = d 3x6= 3x8= 34= 3x6= 8-1-8 1 163-0 I 8-1.8 8.1.8 Plate Offsets(X,Y)— [2:0-3-0,Edgel.[6:0-3-0.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.11 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.23 6-8 >827 180 BCLL 0.0 • Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=504/0-3-8 (min.0-1-8),2=599/0-5-8 (min.0-1-8) Max Horz 2=38(LC 8) Max Uplift 6=-148(LC 9),2=-224(LC 8) \\�``�``)1cc1 t 101 1////// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `\ \\�`3S,SEC ////i• TOP CHORD 2-3=-1417/1005,3-4=-1063/708,4-5=-1064/709,5-6=-1462/1048 J •10ENS �` BOT CHORD 2-8=932/1339,7-8=978/1393,6-7=978/1393 F . i WEBS 4-8=-156/331,5-8=-430/403,3 8=377/354 --- * • * ..- NOTES- (7-9) _ / • 34869 1) Unbalanced roof live loads have been considered for this design. _ -o I l r� • Et•2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., / _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber �, . DOL=1.6o plate grip DOL=1.60 STATE OF 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide FC ORIO P' •' �� will fit between the bottom chord and any other members. /4//6/1/t9.1.1' �"• 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) O N AL �\\ 6=148,2=224. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///1 I 1 I l 1 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard — -- --0e.eno 9,201: t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE { Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulking component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSUTPI7 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 . Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. 721172 T168 Common 2 1 IJobReference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 11:12:33 2015 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-no6asb6X6rOF?riLdTDoMQ015tandgJIM9BMDZyV9gC 1d-0 I 4-7-3 I 8-1-8 I 11-7-13 I 16-3-0 I 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:28.5 4x8= 3.00 12 4 x4 �• 2x4 3 5 1 2 6 v w v 6 3x8— 9 8 E 3x6 = 3x8= 7 3x8= I 8-1-8 I 10-2-12 I 16-3-0 I 8-1-8 2-1-4 6-0-4 Plate Offsets(X,Y)— f2:0-4-0.Edoel.f6:0-4-0.Edoel 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 0.57 Vert(LL) 0.41 2-8 >296 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.32 2-8 >379 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=406/0-3-8 (min.0-1-8),2=537/0-3-8 (min.0-1-8),7=160/0-5-8 (min.0-1-8) Max Horz 2=38(LC 8) Max Uplift 6=217(LC 9),2=-385(LC 8),7=22(LC 13) ,\0011`` III////o // FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\ \3S J•K /�// TOP CHORD 2-3=-1194/1892,3-4=-792/1512,45=-792/1509,5-6=-1183/1782 , s _` " ••` i BOT CHORD 2-9=1802/1127,8-9=-1802/1127,7-8=1683/1116,6-7=-1683/1116 ` 'v \C'EN`T$ �� WEBS 4-8=-544/203,5-8=-419/327,3-8=118/451 ` NOTES- (7-9) _ / e 34869 1) Unbalanced roof live loads have been considered for this design. _ /'/ r1\ : IY•2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., ( ,... _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions �/��JJ shown;Lumber DOL=1.60 plate grip DOL=1.60 " STATE OF • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••• s•••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 .c� FL OR1�P •will fit between the bottom chord and any other members. / S) Si 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) //// /O N A`- \ \ 6=217,2=385. ///1/111111\\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1 i October 9,201', ■ • ® WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overai structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.Quality control,storage.delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB 99 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. . Y mD 111 -4 m cn D o ' D =° o a O -1 c 41) O o o(p (p w c Z p i � � DD° n Z° c 5o *a »G ( N� C '0 ' .a N _ aN o _ 'D CD O7 p o (D N 3 o a c p_ D 5 cn 0- D O Q ap3 (n ° D n) C'(n (D c` (D D Z 3 co 0n Q � v CCxn r (D O . ( < (O N a a a) °_ (D O O (� n n, ( 0 Cu m O D`< O 0 -0 c0 4. o o a w (u O w �co . - o° N m o v�a5 ° > a 0 f (n w °m C n a- m d cl, -i(o CD oNCO 7-m �o a(n go D Cnv a O. o m •(o E O�3o-o (Door, ' 0C � . u N .( - ° (p _ °_ 5 � •N co Cn co 0J a O (D O O Q�(< 0 - / 7 r ] (D O O o -R(n CD o-7 O -N O N 7 (D 7 co • aa(n = n D O n o N a o N:ET)).p Z(D ° m -fin' CD a O ° o � Z ' � ' m 5 o�a� o o5nv (?.cm m o (o o D ° (D a D w Q o n o m( :o N o 3 m' -i ( > . (p n) a (D ( 0 CD (n w o(n _. -1 n > 0 H (n (D (n (D 3 ° D> X' O O 5 ° O y O O D a 0 0 0 N 7 N N y ( N( = y O N 5' * n O.°"(D ca N X Z-, m ii 0' O O-5' p 7 (n N (D X 7 (n O O (n N 7 (0 • oz(13.m v z —+y(- TOP CHORD �mWN 0 o H m00 CO L ,:o 4,, m p 2m °)m� A x)z -u V• cm O 0 H (fl cri 0 -ice rn ® (' v ' B (O 0 D p (?X. X m On WI1! -I— o_ 0 m TOP CHORD JW co J QI N A W N 10>O <O CO J O> (T A W N -, 0 . -•- m v>0 v'3A D jC o 0 0 O 0 ao a r 5..° 0 30 N a -0 00. O 0 3a c$ Z O3 -I a, D co zy oa2 a < w m ao s mo m-0 .,., 5 2- 3v3 mm me mm (975.71 oyo o 4 a2 a cll C 0 • c3 g, is > ! 0 n n 7 2 crop- O o t0 ° m D 3 a CD a N p . FS =(a n'3 � m (D 3 a a m a' . m F Cm �o 0 ° w <a a m n v m m D m' 8 3x o Z = 'A c o (Q --13 ow 4 c m- j 03 a a 0 O^ o. ;'n• S a a s 2 m c m s o 3 m 7,° m � u m m m o' 3-m o =�i. m� •,m A 2 (D c n -0 � a a 0 m o o 97' n m a m a.=.0) a ii m m c m 3 m N m a oo a m 2 5 x N 0 Y D 3 av0-a m =n)o n m m a n w 2 3 ^ N a 3 N m'<op a m m m 3 a O O o a 9 N w -n o.2 Q Q ' TO 1 CD mm N " mo �_, m O � mv, m � a-z m(n n3 o c a C O' a a 2 m .3 <- D iii Z 3 O O 2 a (D f0 N 0 O-0 O O' c - "C C.y. n> � > D m n s S a 0O,9^ n , � O Z,.0°' a w o-i 6. g 2 V f .1. a'm 10 o3- n a m c �°a GI a n m,N Oa.��0 m- a N m m o 0 a,a `O a w C CD i5 rD5". a O n V ° `3 m D D N D ‘4. O N C 2'2 a � m 0n 0 w mac 3 cD - a Q m a ' 3 .-3 o m 0 N. c o:N u•n c a m 3 m a °m m m a m mn w �' m cn f _ D m o 7 o a and a2m f o a) O i /nm acr , 3 - m m a m n m m — C o om• c m - O m a 5 ° m m E " Wac d .O m 9 ^ oo. y - 1 F an d m a RI n 20 N < m a Z N _• o c5. Cr c° m c m - a O . n . n .0 m( c ( Gn co m m m a Q n -' r Co m 2 0 m`< a 0 C V O , a'< o. 2 a c c a 7 N Ti,', '" n O Q - N (D N ,G c:5. a o - O"g i c C i)a n'^ -.O m m a ^ m 5 s m 3 O y,, m o w 0 r. 0 m o m m , 7)< ' � ' i3 0 3 -v m n f m c m o n m m am n •♦ -441.0- xn, a 0 5-- -0 n �m ( n a m mx y, o _< m o 02 0- `< x N N 3 m D �a 9-.,.,,,, O O. O a a a m uo - m 3 m n ma �m m(m a o f n ° m v a F. � p.+.o 0 (o 5 3 3- W o 0 o fl; O m n O (D m Q ° n l0 m m mT 0 -i "LI', co O m° ca m oQ m a Nm mg m o O 0 N O (I (3 f a c 3 N y a' -m 0- '< 0 r* 'CD • l F 0 R T E JOB SUMMARY REPORT gill Job.4te 01:Level i Member Name Results Current Solution Comments BM1 Passed {2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6,Design Engine:V6.1.1.5 BFS Job.4te (904)772-6100 garrett.bum ga rdner @bldr.corn Page 1 of 2 I F 0 R T E MEMBER REPORT Level. BM1 PASSED 2 piece(s) 1 3/4"x 16" 1.9E Microllam®LVL i Overall Length: 16 8 0 + 4 . o —— 0 16 1 0 II X x El El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual•Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5904 @ 0 2 0 9188(3.50") Passed(64%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(Ibs) 4753 @ 1 7 8 13300 Passed(36%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-Ibs) 23625 @ 8 4 0 38893 Passed(61%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.277 @ 8 4 0 0.544 Passed(L/708) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.551 @ 8 4 0 0.817 _Passed(L/356) -- 1.0 D+1.0 Lr(All Spans) • Deflection criteria:U.(L/360)and it(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7 0 3 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(1bs) Supports Total Available Required Dead Floor Roof Total Accessories Live Live 1-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None ' 2-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None Tributary Dead Floor Lire Roof Live Loads Location Width (0.90) (1.00) (non-snow:L25) Comments 1-Uniform(PSF) 0 0 0 to 16 8 0 1 0 0 12.0 40.0 - Residential-Living Areas 2-Uniform(PLF) 0 0 0 to 16 8 0 N/A 110.0 - - WALL ABOVE 3-Uniform(PLF) 0 0 0 to 16 8 0 N/A 215.0 - 356.0 ROOF ABOVE Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6, Design Engine:V6.1.1.5 I BFS • (904)772.6100 Job.4te garrett.bumgardner @bldr corn Page 2 of 2 ■August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 • c 0O ® MiTek Industries,Chesterfield,MO Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. , I= i J u Note:This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace '2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing __, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE i •••••••• \\�‘�111111111// 4 S \\,\\ ,-:., . v\CENsc •.. i * Nails Section Detail — ' N 34869 ••* _ ►� T-Brace .73 6/22 11 • L ►� - o STATE OF .• Web - FLORIDP` 0 s Nails ''/jII1111�``\ 1109 COASTAL BAY Web m1 BOYNTON BC, FL 33435 I-Brace Nails I * ,JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL i ST-TOENAIL SP I I= MiTek Industries,Chesterfield,MO Page 1 of 1 j '\ / ]( NOTES: u 1.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND '°O EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. I� /1 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH �vr AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR 1 J ILLUSTRATION PURPOSES ONLY 1 to .162 108.8 99.6 86.4 84.5 73.8 1 m z .128 74.2 67.9 58.9 57.6 50.3 2 .131 75.9 _ 69.5 60.3 59.0 51.1 SIDE VIEW 6 .148 81.4 74.5 64.6 63.2 52.5 N co 3 NAILS ,.� NEAR SIDE • VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. • VA NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE ANGLE MAY ' ANE MAY VARY MA ANGLE MAY VARY FROM VA TO R °Y VARY FROM 30°T0 60° 30 TO 60° 45.00° 45.00° 7' z ___---> . 45.00° 7/ '7' Y it \0% 111111///,, \`\�.\3S•S.i. . ,,, \.J . �\CENSF •.��" * ' N, 34869 ' cez 7_73 ..' �` w_ ;p ' 6/22/11 •' tv; STATE OF .• � FLORIDP .•'•0 /i • ///()NIA ."//111110 1109 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO ii=� H ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E A) MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. I 0o CATEGORY II BUILDING r oo EXPOSURE B or C LA)I I V DUR IO lJ_��\v/r DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131'X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON �'' INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH Sii Ri ®I► DIRECTIONS AND: '► 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ♦■11111ii11111f1=111111■®I♦far. 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •= giN111', PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C ,. MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"0.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5'EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: '�II —gin'�1\I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On ,I\II `11. '`I\ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `\�`I\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ■ 4\°N.N TRUSS MITEK DESIGN DRAWING. ` \I . \ ...c.:M777,..-.. -.1\, ':, SCAB CONNECTION PER ,�-1 4I��' -'`41 NOTE D ABOVE �1 , -.„ ri,....,____,......„,;_.4.„,,, !,:: :\ \ This sheet is provided as a Piggyback connection \`\ FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all \``�/ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or , STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to SCSI for general guidance on lateral restraint \, and diagonal bracing requirements. _ VERTICAL WEB TO Y��t,tf ���� EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED �� i. BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \\\�_`�\VS•S•K 4 �.•OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �`••• �,�CENSF •'.� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP W AS SHOWN IN DETAIL. ∎ i 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF _ NI, 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) I ��I W (MINIMUM 2X4) 9 12 3) THIS C ONNECTION IS ONLY VALID FOR A MAXIMUM ." i(/A CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW STATE OF e.g. BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS i '�ORtO!- G\GREATER THAN 4000 LBS. �� ifi 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 1I 5) CONCENTRATED NUMBER LOAD MUST BE APPLIED ED TO BATHH BASE TRUSS. / ,,/Q NIA`\ \ \\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 I II I ® MiTek Industries,Chesterfield,MO Page 2 of 2 ili 1LE? ALTERNATE DIAGONAL SS @S @ 24'BRACING TO THE BOTTOM CHORD 00 �� HOR IZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing l TO BLOCKING WITH(5)-10d COMMONS. 1'-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES I�. I,► WITH TWO 16d NAILS EACH.FASTEN PURLIN . TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace 1 ��� PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points ��. I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed •� ON EITHER SIDE AS NOTED. TOENAIL BLOCKING I I TO TRUSSES WITH(2)-lOd TNt AT EACH END. 5T)T-10d COMMON WIRE NAILS.BLOCKING WITH End Wall ,_ m giir mc; ir,, "• CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. p METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR W IND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL:0„,,,MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"OC.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ,I ON THE INTERIOR SIDE OF THE STRUCTURE. 4 STRUCTURAL �►. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS ; BE PRESENT TO PROVIDE FULL LATERAL SUPNpO TiQ THE BOTTOM o A CHORD TO RESIST ALL OUT OF PLANE LO``qq(QS\tHE BRACI49, HOWN■uu IN THIS DETAIL IS FOR THE VERTICAL/STOVPSY..S.K 7�,,\,......... _....i....i,.... .........L: NOTE:THIS DETAIL IS TO BE USED ONLY FOR ill z: STRUCTURAL GABLES WITH INLAYED l _ • N, 34869 STUDS.TRUSSES WITHOUT INLAYED f _-0 • l '�,I STUDS ARE NOT ADDRESSED HERE. I • 3/29/12 STATE OF STANDARD I •.!�LORIO1 .•' �j�•, , , ..,. ... ... . , GABLE TRUSS i \N ■I .,/5�O NIA`\ eau l ihi; 1109 COASTAL BAY BOYNTON BC, FL 33435 ■ TECHNICAL BULLETIN - 1 eve April 2010 Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 r FACE(3) 3'/z' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" (51/4" Beam) / I TOP(2) 3W 720 1,435 2,155 2.870 1,020 2,040 3,060 4,080 : FACE 3W --- --- --- --- --- --- --- --- 3'/2"+13/4., (51/4" Beam) / TOP(4) 3W 720 1,435 2.155 2,870 1,020 2,040 3,060 4,080 31/2"+13/4" FACE/ 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4' Beam) /' TOP(3) 4-ply 13/4" is I _ ' FACE I21 6'5� 1.055 2,110 3.165 4,220 1,360 2,720 4,080 5,440 (7" Beam) I l ! TOP 1�1 6"(s) 705 1,405 2.110 2,810 905 1,815 2,720 3,625 --ii - 3Y2' 1,915 3.825 5.740 7,655 2.720 5.440 8,160 10,880 FACE 131 2-ply 13/4"+ 3'/2" 1 6"ts> 2,110 4,220 6,325 8,435 2.720 5,440 8,160 10,880 (7" Beam) J 1z1 3W 640 1.275 1,915 2,550 905 1,815 2,720 3,625 TOP ---' ' 6"t5> 705 1,405 2,110 2,810 905 1,815 2,720 3,625 ,-t-, 1 , 2-ply 31/2" FACE/ 6"ts' 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 (7' Beam) TOP 121 ' l , 2-ply 13/4"+31/2" i FACE! ,5; (7" Beam) TOP 131 6" 1,055 2.110 3.165 4,220 1.360 2,720 4,080 5.440 I FACE(4) 6"`5' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+31/2" i (7" Beam) j TOP(4) 6"15' 705 1.405 2,110 2,810 905 1,815 2,720 3,625 ■ 5'/4"+ 13/4" FACE/ (7" Beam) TOP 131 3V2' 1.915 3,825 5,740 7,655 2,720 5.440 8.160 10,880 1. See page 4 for table General Notes. connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallae PSL and Microllamp'LVL,but are not recommended for TimberStrane LSL. Page 2 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser.'Level.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN �►�� April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3'/T") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist''Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2' bolts-9/16' 0 maximum holes • 3/4' bolts 13/16"0 maximum holes °:°: • Lead holes not required for wood screws N Conc.Load Conc. Load m m Conc.Load Conc.Load 061 0 0 -N,--IL. N a • • o. \ ! II \ • • :10 • N • • Wo es^ • - a W� • !• IL N \EQ.j\EQ \ \ 2' Max , (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7W for Y2"0 bolts d=9'/:'for 1/2"0 bolts d= 11W for 1/2"o bolts d=9%"for%"0 bolts d= 14"for 3/4"0 bolts d= 16"for'/."m bolts Conc. Load Nailed Connection Detail C - a . *STAGGER NAILS TO • • • • PREVENT SPLITTING • •.. • • Id 1 1/2 16d Sinker(typ) I \ 9., \ (0.148" x 3'/4') Typ. I (+/-1") IL6 Nail Pattern1 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern ww CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com ,A weyerhaeuser.iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved ■ eve TECHNICAL BULLETIN March 2010 by Weybrhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Micro Ilarn®LVL beam supporting a 2-ply Micro Ilam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) .1 L J L J L 1 L J L 1 L J L • ■ Additional 3-13/4" x 14" Microllam® LVL Beam, Flush Connection L Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r R 2- 1'/ x 14"LVL Microllam® 14" Floor Joists @ 24" o.c., Typ. Beam, Flush r 4'-0" < 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved • Iii r�' i -rcr• LJAIIP' A 1 Dill I 11= TIA, • - Forte MEMBER REPORT Level,Floor: Flush Beam ) softwar. 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam') LVL PASSED Over Length 15' 0 I 0 1 I I 15' FE gl All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual(4 Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595 @ 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ills) 6837 r' 1'5 1/2" 1 3965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25215(4 4'11 7/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Dell.(in) 0.356(4 T 1 13/16" 0.489 Passed(L/494) -- Design Methodology:ASD Total Load Defl.(in) 0.456©7'1 7/8" 0.733 Passed(L1386) -- • Deflection criteria:LL(U360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(Ibs) Accessories Bearing Bearing Bearing Dead I Floor/Roof/Snow 1-Stud wall-Spruce Pine Fir 3.50" 3.50" 3.40" 1641/5955 1 0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments I Width (OM) (1.00) (non-snow:125) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100 0 400.0 0.0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analysis Shear(Ibs) Moment(Ft—Ibs) Comments Actual/Allowed I LDF Actual/Allowed/LDF - 6035/13965/1 0 19186/363871 1.0 BOLTS LEFT OF HANGER 2-E. 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte*"Software Operator Job Notes 3/25/2010 9:0221 AM iLevel®Forte"'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ HATCH LEGEND `► OFFICE COPY I I 8e 1-1'8- K. 3 1T 7x ** SHOP DRAWING RF.viEW** she shop drawings to which this stamp is affixed have been reviewed for I comptance with the design intent of the structural engeneering prepared by El 11 f r and the "erofessionai Engineer identified below- This acknowledgment does not lessen the Delegated Engineer's response ities associated with the preparation of said documents, nor relieve General Note.-Per ANSVrpl 1.2002 all•Truss to Well" n,wm,.tn,are •him or er from errors or omissions within the same. the responsibility of the Building I A•e.¢nar•not the Trus+ Manufacturer. -Una ManufaetuteYa epeelf bons for all lantern connection, APPROV ❑APPROVED AS NOTED ❑NOT APPROV D es noted w be o.1.O.N.O.Truman - -All hangers an-to he Simpson or equivalent U.N.O.•Use lOd x I Ill"Nails in hanger connections to single ply order trusty. •-/µ� r` /f.)/J}/tom/ Truwaw are not designed to support brick U.N.O. A e? - C��/I U� v ' , — 'Dimensions are Feet•Inchea Sixteenths ?CI 61610 7 Nose' No back charges will be accepted by Builders F,,ntSourn-unions approved in writing first. ACQ lumber is corrisive to truss plates. Any ACC/lumber that comes in contact with trues plate.(ie.neablsd on tail.)must have on approved barrier applied f t. 72-„-00 Refer to BCSI-R1 Summary SheenCtuide for handling.Installing and Bracing of Metal Plate Cnnnerted Wood Truss prior w and 8-00-00 a. ,a,2 3-09-04 a o0 00 3-09-12-1_3-10-12 8-00-00 3 ote o..3-10423 8-00-00 7-00-00 during trues installation. I I I I I I of the Contractor w mtnuro of the proper 13-- -.--- ---- -.. _-.- .- -. the t ..--. ...,-.sees,--.....-...-- -..... -•-.- •• •---^-----••••• the of placement plans as to rho aortwretction .�... ���•? -• n �r y� 9 n Ma o - t I f Id nd Rona o ithe ntrumurc ortsntalion.elf 0 4 it 3 f 1: ,, 1 - --- - - - ...Iwo.... re n ed n t 1 d la n tt is rraair d.n.,n be xappbed at • -. a 400-00 ciD extra root by Sudden F�enlSa roe. .,,„•�,,,,,�e It is the rorywnsibilin�of the Contrerwr w mnkr Burr the plxemeN o(trvxiwa an xr(lustai for plumbing dnry.n.ran ' lights.ea...,no the trusses do cwt imerfrn•with does,yyr of I 4, hems . :\II commen fmmexl roof or floor systems must Iw de•xigned cis to I{, N(rT,mwxx•any Henn on tSo Ooe.wsw•s Ix•low. Tho nxar trusnrs hme not born drs,0wd to ram nor xdddiemal bards IiI fromabae.e. '� e h trwxx he htu ede plan was not ernntrd by an en1 to be but ether be the 13uildrrs L}n•t.Souroc amR and ix rolrl�w Iw uwd eYL(V�'. n nstnllatwn guide and dtwx not mgmn•n x.•al.('omVlrte ., truss:zit and nnalyxis nn b1.found on the trvss do:ign IIIII '� �+ drnwingx which cony be.•sled by the truss design onginar. Cable end truss.require continuous Iwuom rhonl Lc•nnng. I., Cabl e d t1.nodes fee wall frxmmg n•ry,romrntr. It, Although all otrmpts hate Ip•rn merle w do.c.trusses may not Is•designed s.mmrtrhrelly 19rnn•refer w the indivnlual trvs. �i drawings and truss placement plans for proper ocirnlntwn end placement. �,�I ,,.�.. ,,,.,.,..,,,�,,,�...”.m.0-. IN all �I :I,,,., •- Builders ■\ a \. Y x FirstSource Freeport 20-00-00 w 18-0600 7B05'00 20.0000 PHONE:850-835-4541 • FAX:850-835-4532 Jacksonville PHONE:904.772-6100 FAX:904-772.1973 Tampa PHONE:813-621-9831 FAX:813-628-8956 HABITAT FOR HUMANITY 04,0-. 205,209,213,217 OCEAN GATE DR. QUADPLEX REVISED D,.an n,. (nand gilt 10/9/15 GP L21172 AUSER PRODUCT #'S 1630.2-1630. 10 723322 1loar}Ak` p721172 1 9 20-00-00 10.00.00 r �6-03-00 6-03-00 10.0000 20-00-00 8 FM , 'Ttan ill 11111111111 X18 . ICI �,e Nr..Min 1. '16 1: [16 1; 10 7.000( he BM. 11,1 t i.f m I I PM1 1-01 • #.....�� I II F10(4)1 II ® I II 1 II ao EgIn a I 'a 11.5 I • 191 1 I r11 ,I I I rt[� n p t II $ I All I rt[� rw $ ,1 -t6 I I I a �j I� I_ I I its ' i n a o 1 III I I II ALIO) I I 0 Mme.■ W-- F I o - i23 <a SOB(3�1 II ,.rte �_. huoIIIIIIIII as a I I rOL L ! ' r01 5� lB �� F17 ° S 11 00 25 1,. 00 I f30 ,. _ 1.ram 19-10-00 F_ 16-03-00 16-05-00 19-10-00 20.00-00 16-06-00 16-05-00 20-00-00 EXTERIOR WALLS HAVE BEEN HELD BACK 1/2" FOR SHEATHING • MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYER