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189, 193, 197, & 201 OCEAN GATE DR - TRUSSES JULIUS LEE PE. RE: 721170 - 1109 COASTAL BAY BLVD, Site Information: BOYNTON BEACH, FL 33435 Project Customer: Habitat for Humanity-Beaches Project Name: 721170 Model: Quadplex Revised Lot/Block: Subdivision: 189, 193, 197, 201 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 '°a a,_ °i Pe p Floor Load: 55.0 psf �,�2� ;, W Roof Load: 32.0 psf t c 5 „ vatyvpL This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. t,, ,,4 C With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this indig N conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �u �i r. 'a t tg I.- This document processed per section 16G15-23.003 of the Florida Board of Professionals R s v c_ v -1 E 4111111111 In the event of changes from Builder or E.O.R. additional coversheets and drawing a ° *panyy this coversheet. The latest approval dates supersede and replace the previous dra gt. . X i- d~ N No. Seal# Truss Name a# Date No. Seal# Truss Name Date W 1 110699464 CJO4 41::"�°_'c E 10/9/015 _18 110699481 F14 10/9/015 ; _ ° i-: 2 110699465 CJO5 10/9/015 "r a, 10/9/015 119 110699482 F15 Z CD a` ,°i � 3 110699466 CJO6 10/9/015 120 110699483 F16 10/9/015 E f B o m _ 4 110699467 EJ02 10/9/015 121 110699484 F17 S� m c c n._. , 10/9/015 '' v o ` n 5 110699468 F01 10/9/015 122 110699485 F18 6 110699469 F02 10/9/015 123 110699486 F19 10/9/015 CJ L°: °- o` 4 7 110699470 F03 10/9/015124 110699487 F20 10/9/015 a F. a y 0 8 110699471 F04 10/9/015 125 110699488 F21 10/9/015 O ;°' 3 ii 9 110699472 F05 10/9/015 126 110699489 F22 10/9/015 Z. 2 v _a?tv Q. 10 110699473 F06 0 �' 10/9/015 127 110699490 F23 10/9/015 w a' �'u H 11 110699474 F07 10/9/015 128 110699491 F24 10/9/015 * `` ` " Y 12 110699475 F08 10/9/015 129 110699492 HJO2 10/9/015 f 3 '„` 13 110699476 F09 10/9/015 130 110699493 101 10/9/015 t a .N ° O Li 14 110699477 F10 10/9/015 131 110699494 T02 10/9/015 0 C :c. • C; \� 15 110699478 F11 10/9/015 132 110699495 T03 10/9/015 . is ''r a • �" � 16 110699479 F12 10/9/015 133 110699496 104 10/9/015 L �: c,c 0 G. 1 i 17 110699480 F13 10/9/015 134 110699497 T05 10/9/015 ~ "` � E't . �' The truss drawing(s)referenced above have been prepared by MiTek ��� Hi/ i ��_ Industries, Inc.under my direct supervision based on the parameters \\`� s .. N ��/, provided by Builders FirstSource(Jax). �` J�'•' NSF'�� '', • Truss Design Engineer's Name: Julius Lee * 0 869 My license renewal date for the state of Florida is February 28.2017. 1 /,4 t. / CC NOTE:The seal on these drawings indicate acceptance of , •• !+L''i professional engineering responsibility solely for the truss STATE OF _ ■ components shown. The suitability and use of this component % F�oRiDP ••' G ��• for any particular building is the responsibility of the building // S'/ .6\-\ designer, per ANSIITPI-1 Chapter 2. / /��/Omit OIober 9,2015 I o1 4 Julius Lee 111110 0.104 Jack-Open Truss 8 1 r lligt Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 Mi7ek Industries,Inc. Fn Oct 09 10:15:49 2015 Pape 1 r • 2-00 ID_BkMQOgICcvBYV7rn4?rycCyToxk-SwQjRf wJlzYEdpT7Da9YPa1M4izT3AjccYcElsyVAfO 1-0-0 2-0-0 I 1-0-0 ' Scale=1:6.8 3 12 2 4.00 N _ E.j • _�alli 4■I1 1 ■2. 3x4 = Plate Offsets(X.Y)— f2:0-1-6,Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl L/d 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 Horz 2=70(LC 8) Max Uplift 2=-298(LC 8),4=-90(LC 1) Max Gray 2=264(LC 1),4=120(LC 8) \\\`I I 1 I 1!!)///// c� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \`�����O S S.K /, < NOTES- (7-9) J ‘CENSF'••� %• 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;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;C-C for members and forces&MWFRS for reactions a 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. — / I ��� — 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 (`]'A...... - will fit between the bottom chord and any other members. l//��JJ— .4) Refer to girder(s)for truss to truss connections. -- �j • •.�(V` 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 % • STATE OF • j •oint 4. •••.FLORIOP •- Cj� � 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ///S'/,'•• /O ` \\� 8) particular Visually building is the responsibility of the building designer per ANSI TPI 1 as referenced P the building code. //•/! NIA`1,\\\ graded lumber designation SP,represents new lumber design values as 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; t i A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7477 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 buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability dump construction is the responsibiltity 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 ANSITrPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Wilson,W 53719. " "" CJO6 Jack-Open Truss 6 1 Builders FirstSource, Jacksonville.Fl 32244 Job Reference(optional! 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:51 2015 Page 1 • a ' ID:_8kMO0gICcvBYV7m4?iycCyToxk-OIYTSKxaHaoysOdVK?BOU?7i0WIKX4Cv3s5LplyVAfM 4-0-0 5-0-0 2-0-0 5-0-0 I ' Scale=1:13.4 3 1 4.00 12 N 11 2 h ',' B1 d il 1 "2x4= 4 '/ LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -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/TP12007 (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. \\III,I j//// NOTES- (7-9) ,\`\\ \uS-S:k /// \\\\ `• J� \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;End., F '• i GCpi=0.18;MWFRS(envelope)gable end zone 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 / a 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 j r� will fit between the bottom chord and any other members. /1 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 0 •• STATE OF �� joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F r�� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any S ORID . J � particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ��/ v 1 ��\�\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 7//////11110 NA`- \\ \\ 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 --: 9,201; ■ A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE API-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 overat 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,W 53719. rcriry F01 GABLE r.wamn,- 4 1 Builders FirstSource, Jacksonville,Fl 32244 .••R-f- CC(Qptionah 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:52 2015 Page 1 • e s ID_SkMQOgICo/BYV7m41 iycCyTOxk-sV6s3gyC2uwpUACiuiiFODfxov2iGXv3lWquMByVAf1 0-1148 0-148 Scale=1:33.0 3x3 = 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T1 eY�Y�Y Y sV S' Si i ' � 34 Is Yaa�t_Y w• 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 34 = 3x3 = 3x3= 3x3= I 1-6-12 12-10.12 1 4-2-12 I 5-6-12 16-10-12 18-2-12 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 18-2-1i 19-9-8 I 16-12 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 (loci) I/deft Lid 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 F8C2014/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 puffins, 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 \\\x`111 1Lf+1////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \��� `v5 S.{� /i// �� J� 10ENSF'C„� NOTES- (7-9) � , 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. \ / a 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. _ /�/ �• - 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .c/t6 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. - vv'J Strongbacks to be attached to walls at their outer ends or restrained by other means. .— 4. • 7)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. • .FL OR10 P G\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. t� 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ////V"O/�'^ `\`,\\ LOAD CASE(S) Standard /////'I I I I 1`,`\ Oct siaer- 9,201; A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-74T3 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 ANSI/1PI7 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. 1z11r0 F03 'Floor Togs I2 1 uwyywu 1 Builders FirstSource, Jacksonville,Fl 32244 f Job Reference(optional) 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 10:15:54 2015 Page 1 ID_BkMQOgICcvBYV7m4?iycCyToxk-ptEcUM_SaVAWjUL407kj6e16 JWskKxMlgJ?Q4yVAfJ 0-1-8 . H I 1-3-0 I 1 1-9.0 1 I 1-8-0 1 0-045 Scatb=1:33.5 4x4 = 1.5x3 = 1.5x3 I I 5x8= 4x4 = 1.5x3 II 1.54 II 1.5x3= I 1 2 3 4 5 76 7 8 9 10 11 24 li /�\ ►.1 Y 8��,- �! \ iiI4ui 25 4 El I/ $ e ►t 0 r 22 21 20 18 17 16 15 14 13 0 1.54 II 4x4= 3x4= 1.5x3 II 3x6= 454= 6-1-8 I 6-1-8 I 19-9- I Plate Offsets(X.Y)— 13-8-0 [11:0-1-S,Edge),t17:o-1-s,Edrte] . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 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 cc 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\� `1 I I I I I/////. 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, \\� x S.lc �i// 3-4=-483/0,4-5=-765/0,5-6=-1931/0,6-7=1931/0,7-8=2152/0,8-9-2152/0, •�• ,) • 9-10=-1698/0,10-11=-732/0 �CENSF .�� 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 * . 34869 • 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, 10-14=0/457,9-14=-435/0,7-15=111/404,4-18=0/890,5-18=-921/0,5-17=0/785, — /.g di, 34869 6-17-339/0 J • X NOTES- (6-8) -- f 1) Unbalanced floor live loads have been considered for this design. i STATE OF ��� 2)All plates are 3x3 MT20 unless otherwise indicated. i/'c�S•.FLORIQP. ��j � 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 5)CAUTION,s t no atattached truss baa walls kwat their outer aends orr re trio ned by otheromean truss with 3 104(0.131"X 3")nails. 7/7/, , NIA1—' \�\. 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-9,201f • WARNING•Verity 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 diming 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 ANSITIPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute.583 D'Onokio Drive,Madison,VA 53719. Ilii70 IF05 Floor Truss 6 1 ff ljggil Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:55 2015 Page 1 s ID_BkMQOgICcvBYV7rn4?iycCyToxk-H4o ii 4LpINLewGZgGyerHHX759TmxV U3YyWyVAfl 0-1.8 H I 1.34 I i- I 1-11-0 I 11 Scald=1:26.9 4x4 = 4x4= 1.5x3 = 3x4= 4x4 =1.5x3 II 3x3 = 1.5x3 II 3x3= 3x4 = 1.5x3= 1 2 3 4 51 6 7 8 9 �� LC N r e• ill a. Ir1101. 6.. ... 111\hi ii 3 0 17 16 15 14 13 12 11 3x3= 4x6 = 3x4 = 4x4 = 1.5x3 II 3x6 = 3x4= 4xe= 3x3 = I 15-11-8 15-11.8 I Plate Offsets(X.Y)— f1:Edge,0-1-81.19:0.1-8,Edael.f15:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 purtins, 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=856/0,1-19=-855/0,10-20=853/0,9-20=-852/0,1-2=863/0,2-3=-2049/0,3-4=2732/0,4-5=-2732/0, \\�``�``1 1c1 II I 1 I(`,/, / , 5-6=-2733/0,6-7=-2733/0,7-8=-2060/0,8-9=-859/0 \\ \V?,S'K / "2 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 \•`.\\ i• 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 �CEN$F' •��\ �. 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. _ - /� i�l - •2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r F /l 7)...... — 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. - l/W Strongbacks to be attached to walls at their outer ends or restrained by other means. U • .;�1.0 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. ' pi 5) �` 5) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �... ` \\\ 6)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11//'Q A rl. ...." \\\ LOAD CASE(S) Standard V l\ October-9,201; ■ ■ 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 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 BCSI1 Building Component Boynton Beach FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 121170 F07 Floor Truss 2 1 Ea..+�+ Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:57 2015 Page 1 * > ID_BkMQOgICcvBYV7m4?rycCyToxk-DSN600LsQZ5ax4fhFIQjGNghwcixd6oROYf1PyVAfG 0-1-8 • H I "-CI i ♦° H I 1-10-8 1 0-1481 Scale=1:34.1 1.5x3 = 7x8 II 4x6 II 2x8 II 3x6 II 4x6 II 4x6 II 2x8 II 5x6 II 1.5x3 = 1 2 - 3 4 5 6 7 8 9 10 11 4 .-.. ,'��,,. 11,,,. PIP,` ,. 1.�r�m iii, 1.41 o I°P 21 ZO 19 18 17 16 15 14 ■13 ∎4 6x10 MT18H= 5x6 I I 4x6 I I 2x6 I I 2x6ll I 19-9-8 19-9-8 I Plate Offsets(X,Y)- [1:0-1-8.0-0-81,[6:0-3-0,EdQel,17:0-3-0,Edgel.[11:0-1-8,Edgej,[11:0-1-8,0-0-8J,116:0-3-0.0-0-01.117:0-3-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) l/defl Ltd 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 BOLL 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. l I 1 I I 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, \\1 1 1 f//// 4-5=-6948/0,5-6=-6917/0,6-7=-6579/0,7-8=-5556/0,8-9=-5556/0,9-10=-3850/0, \\\ \vS- S.K //i/, 10-11=1463/0 •\�_` BOT CHORD 20-21=0/4743,19-20=0/7031,18-19=0/7146,17-18=0/6579,16-17=016579,15-16=0/6579, ,J� •\CENSF.• �� 14-15=0/4811,13-14=0/2852 WEBS 11-13=0/1878,10-13=-1804/0,10-14=0/1322,9-14=1272/0,9-15=0/966,7-15=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 — - ' /. r1 • X _ NOTES- (8-10) r _ 1) Unbalanced floor live loads have been considered for this design. II • 2)All plates are MT20 plates unless otherwise indicated. STATE OF �� 3)All plates are 6x8 MT20 unless otherwise indicated. ...L ORION.•• �` N. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 5) Recommend gbacks to be attached to walls thei�outerat 10-0-0-0 or trai restrained by ot�hero each truss with 3-10d(0.131"X 3")nails. // l / N A1- \\\ \\ 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 // 1 I I I i 1 \\ 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(pH) Vert:12-22=-10,1-11=-100 Concentrated Loads(lb) Vert:23=-1179(F) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 October-9,201; 1 / A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-2473 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 ANSI/TP11 Quality Criteria.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. rzimru FOB Floor Truss 2 1 tilitill Builders FirstSonrce, Jacksonville.Fl 32244 '• -- • ence f MiTek all 7.640 s Oct 7 2015 5 MiT Industries,Inc. Fri Oct 09 10:15:57 2015 Page 1 , ' ! ID:_BkMQOgICCVBYV7m4?iycCyToxk-DSN6O0LsQZ5ax4fhFIQjGNdewaTxgloRoYfIPyVAfG 1-3-0 I I 1-2-12 I t>1$ 1.5x3 =--T Scale.-1:11.5 6x8 = 2x6 II 3x6 II 4x6 II 1 10 I 2 3 11 12 4 Ir. UI 11 n • • � 4 I _ � v 9 • 1.5x3 II 4x8= 0 8 7 8 4x6 = 2x4 I I 4x4 = 4-1-4 I i 5-7-4 4-1-4 1-6-0 Plate Offsets(X,Y]— f2:0-3-0,Edgel F4:0-1-8,0-0-81.[4:0-3-0.Edge].15:Edge,0-1-81.[8:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 IDOL 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 Gray 9=1279(LC 1),5=1576(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ 1 i I I I I !//// TOP CHORD 1-9=1326/0,45=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 \\\\\ \OS S.K /0 BOT CHORD 7-8=0/1567,6-7=0/1567 \• ` ,CENS�••- ��,i WEBS 4-6=0/1131,1-8=0/2040,3-6=-918/0,2-8=-1117/0 V - NOTES- (8-11) . * / a 34869 ' * Unbalanced floor live loads have been considered for this design. — 2) Refer to girder(s)for truss to truss connections. _ /j �l 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /*� — 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. "�'J Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 5) CAUTION,Do not erect truss backwards. - STATE OF ..\ 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 c� '•,FLORID& • (j\ 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 ..) �� others. \ 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /77//,// N AL �\\\\ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any ///f I I I 1 \\ 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 9,201; 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 ANSIrTPI1 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. ,ilia) F09 Floor Truss 2 1 ••°°-" •°- - Builders FiMSource, Jacksonville,Fl 32244 ti :=1-r-n r " ' ao 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:58 2015 Page 1 ID:_8kMQOglCcvBYV7m4?yCCyToxk-hfT7Kk1zdkhyC5frFzpfGUvt1 K_igCGxgSHCZryVAJF 0-1-8 I I I 1-3-0 I I 19-4 I ° Scale=1:11.8 3x3 = 1 383 = 21.54 II 3 3x3 = 4 . 11 • 10 0 — • jI1583 = 4 Y a ,„ ° IP " 1.54 I I 3x3= '/ A 8 3x3= 7 6 3x3= 3103 = I 4"9A 6-3-4 4-9-4 I 1-6-0 I 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 Inc, 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 CHORD 9-10=-353/0,1-10=352/0,5-11=-328/0,4-11=328/0,1-2=390/0,2-3=390/0 \\> .S...\x,11 1 1 1 1 1////// BOT CHORD 7-8=0/390,6-7=0/390 WEBS 4-6=0/307,1-8=0/495 \���\ S K /'// J ' NOTES- e floor �CENSF• / 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. _-u `7/ / 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any J particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ��tJ 5) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. -- U 6)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 %. STATE OF ...: 4.,..:.LOAD CASE(S) Standard ' F�ORIOP.•' �\ � s /'/S�°•°N AV - 111 October-9,201; ■ 4 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 buss 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 overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Be fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PM Quality Criteria,DSB-89 and BCSI1 Building Component y Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,w1 53719. Boynton Beach,FL 33435 721170 F11 Floor Truss 2 1 m iw.,a.,° Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 10:15:59 2015 Page 1 ' , ID:_8kMQ0gICcvBYV7m4?iycCyToxk-9r1VX32b01ppgFE2ogKuphSlnkHRPWt5v61m5HyVAfE 0-1-8 H I 1-3-0 1-7-12 i 0 7 8 1 I• Scale 1:27.0 1.5x3 = 1.5x3= 4x6 I I 3x6 I I 3x6 I I 2x6 I I 2x6 I I 4x6 I I 4 4 6x10= 2 x 6 I I 2x8 I I 3x6 I I 1 2 3 4 5 8 7 8 9 10 • Tt e •41 11-1 7, IrEqloraViirrld,111.pirMglippillIbMiipti q r • kt 19 18 17 18 15 6 13 12 a 3x3= 4x4 = 3x3= 3x3= 3x3 = 5x8 = 3x3 II 3x4 = 3x3 = 3x3 = I 12-3-4 I 16-0-4 I 12-3-4 3-9-0 Plate Offsets(X.Y)— [1:0-1-8.0-0-8],[4:0-3-0.Edge],15:0-3-0,0-0-0 78:0-3-0,Edge1,[9:0-3-0,0-0-0],[10:0-1-8,0-0-81,j13:0-1-8,Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loci) I/deft Ud 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!nor 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 purtins, 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) \\\ 1 1 1 I I l I////y7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\`��3 S S.K / o 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, �" V ` / 5-6=-1788/0,6-21=388/0,21-22=-388/0,7-22=-388/0,7-8=0/515,8-9=0/515, 10EN$F' .�\ 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, 12-13=515/0 _ • 34869 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, _ jot, '` / — 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 ' ._. _ 4.NOTES- (8-10) STATE OF •• .�` 1) Unbalanced floor live loads have been considered for this design. CCORIOP' G`�� 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 lb uplift at joint 11. �S \� 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / 1• 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. 7///O NIA`,\1 \� 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 OctA=- 9,201! I 9 A WARNING-Verily 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 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 ANSIRPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.wl 53719. 721170 F12 Floor Truss 4 1 r rtloyaara Builders FirstSource, Jacksonville,Fl 32244 -rem; •,al 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:15:59 2015 Page 1 - n r ID:_8kMQOglCcvBYV7m4?iycCyToxk-9r1VX32bO1ppgFE2ogKuphSOwkCOPeP5v61m5HyVAfE 0-1-8 H I 1-3-0 I I 2-0-0 I Scale=1:17.0 1.5x3 = 3x3 = 3x3= 1 3x4 = 3x4= 2 3 4 3x3 = - 5 T1 e e ■ i IIAk.. - - — 1.11141 r. 11 10 9 8 7 6 3x4 = 3x3 = 1.5x3 II 1.5x3 II 3x4 = 3x3= 1.5x3 II I 10-1-8 • 10-1-8 I Plate Offsets(X,Y)— 15:0-1-8,EdaeJ 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/TP12007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 \\\011 1 1 1 J//// BOT CHORD 10-11=0/942,9-10=0/1036,8-9=0/1036,7-8=0/1036 \�\ V`� S.K 7�// WEBS 5-7=0/644,4-7=763/0,1-11=0/644,2-11=-613/0 \\ `�� �i \OENSF•••�•∎ NOTES- (7-10) i 1) Unbalanced floor live loads have been considered for this design. 'S * r • 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. (f*� — 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. vv'J Strongbacks to be attached to walls at their outer ends or restrained by other means. . ril 6)CAUTION,Do not erect truss backwards. STATE OF ••• ��-.•7)This manufactured product is designed as an individual building component. The suitability and use of this component for any •. F N •••• particular building is the responsibility of the buildin desi ner •.k OR1D G ,. g g per ANSI TPI 1 as referenced by the building code. c� a 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ��7 v ` \\ 9)Truss S Design ngiinee2 Jo lli s Lee,,PE:Florida Carrying P.E.member No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 '"I/, • NlA1-\\\��\\ LOAD CASE(S) Standard October-9,201; • ® 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-nor 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 ANSI/7P11 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. 721170 F13 Floor Truss 2 1 s Oct 2 15 MiTek na Builders FirstSource, Jacksonville,Fl 32244 7640 s Oct 7 2015 M Industries,Inc. Fri Oct 09 10:16:00 2015 Page 2 • ID_8kMQOgICcVBYV7m4?iycCyToxk-d 1 bIlP2D9LxgRPpEMOr7Lv?9A8ao8z2E8mmJekyVAfD 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(plf) Veit 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(plf) Vert:7-14=-10,1-3=-20,3-6=-100 Concentrated Loads(lb) Vert 15=-654(B)16=-207(B) 1 , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 ANSVTPII Quality Criteria.058d9 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison,WI 53719. 721170 715 . Floor Truss 6 1 Job Reference(optional) Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Fri Oct 09 10:16:01 2015 Page 1 • + ID:_BkMOOgICCVBYV7M4?tyCCyTOxk-6D9Fy13rWf3X32oQw5MMu6XOCYyWtVeNMQWSAAyVAfC 0-1-8 H I 140 I I 1-6-0 Scale=1:20.4 3x4= 1.54 = 3x3= 3x3 = _ 3x3= 3x4= 1 2 3 43 — 5 6 • T1 G G Y ll c Y ■■ n al/ _ _ NA ,fir 1 r 13 12 11 10 9 8 7 34= 4x4= 3x3 = 1.5x3 II 1.54 II 3x3 = 4x4= 1.54 I I I 1-6-0 4-0-0 8-3-0 I 10-9-0 I 12-1-8 1-6-0 2-6-0 I 4-3-0 243-0 1-4-8 Plate Offsets(X,Y)— [6:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 IC 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 Ina 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ y\1 1 1 1 1//// 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 \\\\,`c /7//// BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 \ V.7 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 `\\J�' ‘CEN$ 'C�\� F i NOTES- (6-9) 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. — -D ,/".4/ r1\ 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. .. / Strongbactcs to be attached to walls at their outer ends or restrained by other means. -N 5)CAUTION,Do not erect truss backwards. f4 STATE OF •'.��� 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. F�OR►pP /„�•7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. SS `�V\\� 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /// /Q Ti \ 9) Use Simpson THA422 to attach Truss to Carrying member ////I 1 1 1 1 'y" 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. 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 ANSI/7PI7 Quality Criteria.DSB419 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. 721170 IF16 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Fri Oct 09 10:16:02 2015 Page 2 ID_BkMQOgICcvBYV7m4?irCyToxk-aQjeA54ThyBOhjzdUoubQK4SLxlecvtn4FQicyVAfB LOAD CASE(S) Uniform Loads(plf) Vert:9-17=10,1-5=-100,5-8=-20 Concentrated Loads(lb) Vert:18=-1031(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:9-17=-10,1-4=-20,4-8=100 Concentrated Loads(lb) Vert:18=951(F) 5) 3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=10,1-5=100,5-8=20 Concentrated Loads(lb) 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(lb) Vert:18=-951(F) • • ® 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 tluring 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 ANSVTPI7 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from'Truss Plate Institute.583 D'Onohio Drive,Madison.VN 53719. • 721170 F18 GABLE 1 1 Job Reference(optional) weanaa Builders FiratSotrce. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Fri Oct 09 10:16:03 2015 Page 1 ,�g• • s ID:_8kMOOglCcvBYV7m4?iycCyToxk-2cHONR55SGJFIsXp1WPgzXdpOLoHLVeggk?zE2yVAfA p rl t1 • Scale=1:26.9 3x3 = 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 Tt 0 10 • • • o • r a o ST STl sTI sT1 sn sry I ' S71 pi 28 q• • • BC I PI PI o s4L' S ST•T _ . . ! _ T . . _ . .4T4T ._474 7474r .4747-744!-6��•T _ T ..4747 _ 747474.4W4Tk4747 .4!�i*�T4TST41"474��•74. . .47'�4CI�474 26 25 24 23 22 21 20 19 18 17 18 15 14 3x3 = 3x3 = 3x3 = 3x3= I I I 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 96-12 10-10-12 12-2-12 131112 14-7-8 16-2-4 1-6-12 1-4-0 1-4-0 1-4-0 i 1-4•0 1-4-0 I 1-4-0 1-4-0 1-4-0 I 1-4-0 l 1-0-12 1.6-12 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 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 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. (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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\�k\```s I S! //// 7//, NOTES- _` V• A\ 1)All plates are 1.5x3 MT20 unless otherwise indicated. ��\,J� \CEN$F'•.`�% 2)Gable requires continuous bottom chord bearing. - i•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. _ ,/j 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. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��J 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ` t 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. c1 FLORIOP,..• 0� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 v-cs •.... • 1 \\�■LOADCASE(S) Standard //////�Ot1111 \\�\ October 9,201; ■ 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 MTek connectors.TMs 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component I Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive,Madison,WA 53719. 721170 F20 GABLE 1 1 •""°°"'• Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:04 2015 Page 1 ape ID:_BkMQOgICcvBYV7m4?rycCyToxk-WogOan5kDaR6w06?bDw31M9_m18W4ytg20kXnVyVAf9 l7 0-N8 • Scale=1:27.2 3x3= 3x3= 1 2 3 4 5 8 7 8 9 10 11 12 13 j o e 11 s e o e ff i,k\.. ' I I 1B 28 �`� STI 57I :� STI ST1 STI ST1 � 4 LI U e e et y 01 it e e w 26 25 24 23 22 21 20 19 18 17 • 18 15 14 3x3 = 34= . 34= 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 l 1-6-12 l 1-4-0 1 1-4-0 l 1-4-0 i 1-4-0 i 1-4-0 1 1-4-0 i 1-4-0 1 1-4-0 I 1-4-0 l 1-2-12 I 1-6-12 l LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (Ioc) I/deft L/d 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 n/a 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. (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 `\�1111t111////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `\ `` /i// NOTES- (7-9) �� V i 1)All plates are 1.5x3 MT20 unless otherwise indicated. �J �GENSF �� 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 oc. ,• 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ - I' 4 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 (� ' �/_. 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. r FL ORIO P 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �iv�/ ••....• .c '"4 \\� LOAD CASE(S) Standard ///O l l l l l\ ' \�� 1 October 9,201: t t ® 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 responsbillity 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/7P11 Quality Criteria.051389 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'OnwGio Drive.Madison,W 53719. 721170 F21 Floor Truss 2 1 "°""°° Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:04 2015 Page 2 • ID:_8kMQOglCcvBYV7m4?iycCyToxk-Wogoan5kDaR6w06?bDw3W9gmI2Y4oCg20kXnVyVAf9 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(plf) 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) • 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 overall structure is the responsibility of the building designer.For general guidance regarding Bay IIT fabrication,quality control,storage,delivery,erection and bracing,consult ANSPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute.583 CiOnohio Drive.Madison,IM 53719. 721170 IF22 (Floor Truss 112 1 �""'�' Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:05 2015 Page 2 ID:_8kMOOglCcvBYV7m4?iycCyToxk-_?Omo76M_tZzYAhB9xR12yi1X9H1pCvzH2U4JxyVAf8 LOAD CASE(S) 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) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pi) 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(plf) 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) t it A WARNING-Verily 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 ANSI/7P11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 C/Onofrio Drive,Madison,W 53719. 721170 1F24 IFloorTruss 2 1 r.w...--44w i Job Reference(oo6onal) Builders FlntSource, Jadcsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 1016:05 2015 Page 1 . . ID:_8kMQOglCcvBYV7m4?iycCyToxk-_?Omo76M_tZzYAhB9xR12yi3T9OCpMIzH2U4JxyVAfm 1-3-0 I I 1.5.8 I • 3x3 = Scale=1:10.8 1 3x3= 21.5x3 II 3 3x3 = 4 AM T1 WI 4• e B1 e 4. 1.5x3 II 3x3 = 9 8 7 6 5 3x3 = 1.5x3 II 1.5x3 II I 44-0 5-8-8 4-4-0 I 1-4-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 Incr 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 \\\\ I I I!(//// WEBS 4 6=0/262,1-8=0/454 ,.����3 S:_ /'',, NOTES- (5-7) sv \CENS ••• . i 1) Unbalanced floor live loads have been considered for this design. - 2) Refer to girder(s)for truss to truss connections. * / . 34869 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-o oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ / r� ; Ce Strongbacks to be attached to walls at their outer ends or restrained by other means. _- 5)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. - .' • .• • 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 0••••F(OR1O P••• 0• LOAD CASE(S) Standard /"/O N Al- ��\\\\ '//!!gill\\\\\ October 9,201; ■ 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 responsibtllity 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,deivery,erection and bracing,consult ANSIrrPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 O'Onofrio Drive,Madison,WI 53719. 721170 HJO2 ACK-PARTIAL TRUSS 4 1 Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 09 10:16:06 2015 Page 2 ID:_8kMQOglCcvBYV7m4?iycCyToxk-SBy8?T7_IBhp9KGOjeyXbAFBbZhyYgx7WiDdrNyVAf7 LOAD CASE(S) Concentrated Loads(Ib) Vert:8=95(F=47,B=47)9=52(F=26,B=26)10=68(F=34,B=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(pit) Vert:1-4=44,2-5=10 Concentrated Loads(Ib) 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(Ib) 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=0,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) 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,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(lb) 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(ptf) 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(lb) 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(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) 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,B=-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•a•e 3 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 buildng 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!racing,consult ANSIRPII Quality Criteria,DSB-69 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 721170 HJO2 JACK-PARTIAL TRUSS 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:06 2015 Page 4 ID_8kMQOglCcvBYV7m4?iycCyToxk-SBy8?T7_IBhp9KGOjeyXbAFBbZhyYgx7V4DdrNyVAf7 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(plf) 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) Veil: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) 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) • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 sham 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 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-09 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnofrio Drive.Madison.VVI 53719. it p• 721170 T01 Hip Truss 2 1 - -r - Builders FirsiSource, Jacksonville,Fl 32244 7.640 s Oct 72015 MiTek Industries,Inc. Fri Oct 09 10:16:08 2015 Page 2 ID: 8kMQOglCcvBYV7m4?rycCyToxk-Oa4vQ89EHoxxPeQmg3_?gbI< _MLyobYPzOikwGyVAf5 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(8)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(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) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) 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(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) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) 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(B)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(B)8=180(B)16=82(8)12=82(6)17=86(B)18=86(8)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 I f 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. - Applcabiliy 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,dekvery.erection and bracing,consult ANSIRPN 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. 721170 101 Hip Truss 2 1 rrw5rya Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:08 2015 Page 4 • ID:_8kMQOgICcvBYV7m4?iycCyToxk-Oa4vO89EHoxX PeQmg3_?gbl0(_MLyobYPzOikwGyVAf5 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:111=-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(pit) 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=-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 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(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: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(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: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) 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=28,48=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) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=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=26(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:45=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) 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) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 5 1 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. Apphcability 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,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'Onolio Drive,Madison,WI 53719. 721170 I1'02 Hip Truss 12 1 rrwee.e. l Job Reference Optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:09 2015 Page 1 • } ID:_BkMQOgICcvBYV7m4?iycCyToxk-tmeHeU9s263000?zOnWEDothjmgelTZCgSIS yVAf4 I -2-0.0 I • 4-10-14 { 9-0-0 { 15-11-8 { 22-11-0 I 27-0-2 31-11-0 33-11-0 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 5x6= 2x4 II 5x6 = 4.00 12 4 5 6 2x4 - 2x4 1i11,W1110.2 0 ' 8 '6Y 1 MO, a1 tv 9 3x8 = 12 11 10 3x8 = 3x4= 5x8 3x4 = 8.4-10 { 15-11-8 { 23-6-6 { 31-11-0 { 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X.Y)— [2:0-4-0.Edge].[8:0-4-0.Edge].[11:0-4-0.0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 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/TPI2007 (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) \\\`,i`\\I I I0I I//,/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \��`��v?,J \• ��/, TOP CHORD 2-3=-2560/1628,34=2297/1430,4-5=-2671/1723,5-6=-2671/1723,6-7=-2280/1420, V /i 7-8=2520/1602 1GEN$F' 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) — /�� i�� cr_ 1) Unbalanced roof live loads have been considered for this design. MO' ' 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., — U STATE OF LC/Z.: 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 gnp DOL=1.60 •0•'••FL ORIO i' •' 0 3) Provide adequate drainage to prevent water ponding. / vs1 •••• l \,- 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ///7//,0 A' \.- ` �\ 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 "011110" 'Y� \\ 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: r 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 buikeng 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 per anent 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,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive.Madison,IM 53719. 721170 T04 Hip Truss 2 1 ....00.o.. Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 1016:11 2015 Page 1 • ID_8kMQOglCcvBYV7m4?iycCyToxk-p9112AB7ZjJ6G59LVBYiIDy3AaM2D3ksfzxOV4byVAf2 I -2-0-0 I 6-10-14 I 13-0-0 1 18-11-0 I 25-0-2 I 31-11-0 133-11-0 I 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= - 4.001 �= T2 I! 2x4 \ 74, // u iivily 4 3 0 n 2 \I / 7 c 1 ` fl ii. ._ 8 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.Edaej.17:0.4-0.Edael.110:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 Incr 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) \\\\\1 1 I III 1(�1//// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\`�\V S•../\• / /////• TOP CHORD 2-3=-2513/1620,3-4=-2305/1541,4-5=-1771/1233,5-6=-2286/1529,6-7=-2490/1605 V �CENS •`• BOT CHORD 2-11=-1400/2323,10.11=-963/1746,9-10=-965/1742,7-9=-1411/2297 F -. i WEBS 3-11=343/359,4-11=356/536,5-9=-343/518,6-9=330/349 * .* i NOTES- (8-10) _ • 34869 1) Unbalanced roof live loads have been considered for this design. .7 - / / r1 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;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 — tb • STATE OF 3) Provide adequate drainage to prevent water ponding. - 2 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••••Pi-OR IO P.•• 0 5) This truss has between them designed for a chord and any load other members. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide //v S, -A'A,••• t \\\� 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 418 lb uplift at / //l/I I I I I\\\\\\\ joint 7. 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( I I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MTTek connectors.This design is based orgy 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 ANSUTPH Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onoltio Drive,Madison,W 53719. 211 0 IT06 Compton Truss 1 I 1 .. l Job Reference(optional) Builders FtrstSource, Jadtsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 1016:13 2015 Page 1 • • 4p ID:_8kMQOglCcvBYV7m4?iycCyToxk-1 XtoTsCNSLagVPlkdcaANe1MQN1Ohx_97HQVbTyVAf0 -2-0-0 } 8-4-10 I 15-11-8 I 23-6-6 31-11-0 133-11-0 I 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 2-0-0 • Scale=1:57.9 4x6 = 5 i� , / 3x6% •_ 3x6 4.00 12 2x4\�4 2x4 O 6 7 in n 2 8 N 12 13 11 14 10 d 3x8= 3x8 = 3x4= 4x6 = 3x4 10-10-15 I 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate OffsetsJX Y)— j2:0-40.Edge),)8:0-4-0.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d 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) \\\‘‘‘11 tt``c III////O {c // FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `��\ \V?•J"`. / ////� TOP CHORD 2-3=2434/1616,3-4=-2093/1417,4-5=-2019/1436,5-6=-2009/1429,6-7=-2082/1411, \.\, \CENS •••N '/ •• i 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 i . 34869 WEBS 5-10=393/636,7-10=-480/475,5-12=-403/649,3-12=490/484 = , r� • W_ NOTES- (7-9) `N • _ 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vufl=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., % 0 • STATE OF , 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 gripDOL=1.60 .••.ECORIOr• ('j 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / S c1 •• �\ •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 // A' 4)will fit between the bottom chord and any other members,with BCDL=5.Opsf. ////, 1 �L\\\��\ 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 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 October 9,201! t f 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. Appfeabiliy 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 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,VIA 53719. 721170 1708 'GABLE I4 I 1 l Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:16 2015 Page 1 • . 4 ID:_8kMQOgICcvBYV7m4?ycCyToxk-96Zw6tFFOGyPMs1Jll8t?Hf_PbD6uNObpFf9BoyVAez I -2-0-0 } 15-11-8 31-11-0 I 2-0-0 15-11-8 15-11-8 Scale=1:55.9 2x4 II 4x6 2x4 II .. 2x4 II 11 12 13 2x4 II 2x4 II 10 7 15 7 14 2x4 11 5x6%2x4 II g 15 2x4 11 5x6 = ' 11111:16 4.00 ' 2x4 II 7 8 Ili:7 2 II 2x4 II 6 e� 2x4 II 2x4 II 5 19 2x4 II 4, 2x4 II 4 - 20 2x4 II 3 w V 21 2 � �I. 1 II I 22 d1 ►=A--∎----=2-----•--�∎�-∎-∎--∎�A--∎-∎- -4-4---�',.L- %---�-∎-ADO-I-�--�=�-∎-∎-∎----%Ma-A-------�'- Ia 3x4 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 25 24 23 3x4 = 2x4 11 2x4 11 2x4 II 2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 II 5x6=2x4 11 2x4 1 1 2 x 4 II 2x4 11 2x4 11 2x4 11 2x4 1 1 2 x 4 11 2x4 I I I 31-11-0 I 31-11-0 Plate Offsets(x,Y)— [7:0-3-0.0-3-01,[17:0-3-0,0-3-01,132:0-3-0.0-3-0j 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 0.31 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 Ina 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 Ib or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, `\\i I I I I 1 1/ 24,22 except 2=-141(LC 8),23=-110(LC 13) \\\\````C 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, \\ �v`�-S "k / //,• 26,25,24,22 except 2=253(LC 1),23=275(LC 24) ��\ J�' \LENS �� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. = * • *,tatai NOTES- (10-12) _ / a 34869 1) Unbalanced roof live loads have been considered for this design. 7- -D ' rs\ 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., _.- b _ 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 ' ••■ N. •Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. "e%**.F(ORION •• G \ 4) Gable requires continuous bottom chord bearing. • / •••••••• \\ �\� 5) Gable studs spaced at 1-4-0 oc. ///v/O A'I� . `\ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //I 0/ 11111'V„`\\\\\ 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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: A, WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid foe 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 COMM,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Morison,WI 53719. 721170 7100 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jadcsonvele,Fl 32244 7.640 s Oct 7 2015 MTTek Industries,Inc. Fri Oct 09 10:16:18 2015 Page 1 • • ID:_8kMQ0gICcvBYV7m4?iycCyToxk-6VhhWZGWw1C7cABhQ9AL4ikEEOtOM18uGZ8GFhyVAex I -2-0-0 I 16-3-0 I 2-0-0 16-3-0 Scale=1:39.0 2x4 II 14 15 2x4 II 2x4 II 13 sol i 5x6 2x4 11 12 2 � r w Y r 10 11 aaaaaatr �•r+•r Y• 4.00 16x8 11 2 ��� �2x4 I I 3x4 2x4 II 3 4 2x4 I I 2X4 II 9 r 2x4 I I 2x4 6 II 7 1 111'4 1001100110i w r 1 w w iii .1 w I 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 11 2x4 I I 2x4 I I 3x6 = 2x4 I I 2x4 1 1 2x4 I I 2x4 I I 2x4 1 1 2x4 I I I 16-3-0 I 16-3-0 Plate Offsets(X.Y)— [10:0-3-0.0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 r1/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/TPI2007 (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 purtins, 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. (lb)- Max Horz 29=287(LC 8) \\\1 1 l I I I 1/// 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) \\\ \vs-- K 4 /// Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 J ‘CE N$ F FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=293/101,3-4=-301/114,4-5=-252/88 / e 34869 NOTES- (10-12) _ -3 /�I r�\ • W 1)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)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& ��JJ i.L., -- MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 % 4.. 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 .... Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. F!ORIOP' •' �\ ■ 3)Gable requires continuous bottom chord bearing. / \\\ 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///v/O N A,— ��\ 5) Gable studs spaced at 1-4-0 oc. //1 i I I I 1 l\\\\\\\ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf 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 e- en: 9,201E 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 Wss 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 ANSIRP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. 721170 1712 Iff MONOPITCH TRUSS 12 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:20 2015 Page 1 • . • ID: 8kMQ0glCcvBYV7m4?i ycCyToxk-2toRxFImSUSgrUL4XaCp97geiCNLgz9AktdNIQyVAev 1 -2-0-0 1 5-6-3 i TO-8-13 I 16-3-0 2-0-0 5-6-3 5-2-11 5-6-3 2x4 I I Scale=1:40.9 6 • r • 3x6 5x8 5 4 -: 4.00 12 ♦t 3x4 3 1 if 444- 5x88 001—e111114111 ''' ir. erg E 11 12 13 10 14 15 9 8 16 17 18 F4 8x10= 6x8 = 7x8 I I 8x10 = 7x8 = 5.6-3 l 10.8-13 i 16-3-0 1 5-6-3 5-2-11 5-6-3 Plate Offsets(X.Y)— 18:0-3-8.0-4-121 19:0-2-10.0-0-01.110:0-3-8.0-4-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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/TPI2007 (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 purlins, BOT CHORD 2x6 SP No.2*Except* except end verticals. 82:2x6 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. Masi e) 1 701/0- 4)(min.0-2-12),11=4436/0-5-8 (min.0-2-10) \\\\`\\\1 I I I I!!!////' Max Uplift 7=1504(LC 8),11=-1401(LC 4) \\\\``��V S, 5` !\. / �/� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \■\"v \CEN4. •..\(\�..i TOP CHORD 2-34-6669/1991,3-4=-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, 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 _ `a r� WEBS 3-104-454/1431,3-8=-2136/721,5-8=-1443/4785,5-7=-5687/1815,2-10=-1592/5376 J NOTES- (9-11) „ ' STATE OF •• „J., 1) 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: , - Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. • •• F[OR1Q P ••• (i Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. SS1 ••• G� �\� Webs connected as follows:2x4-1 row at 0-9-0 oc. "/ / „\...1 \� 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 /7//0 1 V1 1 1 1 1\\\\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat 11;Exp C;Encl., 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 20.0psf 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. 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 Ib up at 4-0-0,1001 lb down and 311 Ib up at 6-0-0,1001 lb down and 311 Ib 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 t ® WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 paramenlers 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 ANSI/7P11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. 721170 112 MONOPITCH TRUSS 2 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:20 2015 Page 3 • ID:_8kMQOgICcvBW n 14?iycCyToxk-2toRxFImSUSgrUL4XaCp97geiCNLgz9AktdNKZyVAev 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(pit) 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) 16) 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=-29,2-6=-35,7-11=10 Horz:1-2=15,2-6=9 Concentrated Loads(Ib) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(8)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(lb) 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(pit) 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 Horn: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(6)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(lb) 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 pane 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 responsbieity 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 ANSI7TPII 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. 721170 IT13G GABLE 1 1 1JobReference(4ptionall Builders FiratSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 09 10:16:22 2015 Page 1 • a ID:_8kMQOgICcvBYV7m4?iycCyToxk-_GwBMxJO_6iY4nUTP?FHEYv?2?HPI5TTBB6UOSyVAet -2-0-0 i 8-2-8 + 16-5-0 I 18-5-0 I 2-0-0 8-2-8 8-2-8 2-0-0 • Scale=1:34.1 4x6= 2 x 4 I I 2x4 I I 7 8 9 2x4 II 2x4 II 2x4 II 8 �"� 10 2x4 II 2x4 II 2x4 II 5 r 11 2x4 II 2x4 II 4.00 1 3x4 4 12 3x4 3x8 3 13 3x6 2 ��� 14 �/ r r�� 15 � Gl�fwl w w w 11111111111:11111111111 Ir�r�r�rsJSr�r�r�reERtr�r�-+r�rIIIIIIIWI 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 II 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 3x6 = 2x4 I I 2x4 11 2x4 I I 2x4 I I 2x4 I I 2x4 I I 16-5-0 I 16-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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/TPI2007 (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 1All uplift 100 9) or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), \\\11\1 1 1 1 1 1///// Max Gray All reactions 250 lb or less at joint(s)29,16,23,24,25,26,27,28,22,20,19,18,17 `\'J�\us..S.K , /, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \CENSF' ..N \ i TOP CHORD 2-29=-231/330,14-16=-231/328 ' * • * ..- NOTES- (11-13) _ r• 34869 1) Unbalanced roof live loads have been considered for this design. _ I / / • 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;Encl., =T — 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 . .4 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 ••• 2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ••.• 'L ORIOP • 0� 4)Gable requires continuous bottom chord bearing. . / •••••••••• ....A.\ \\ 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///v/O N A` ` \\\ 6)Gable studs spaced at 1-40 oc. ///I!III 1 1 1 \\ 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 20.0psf 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. 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; 1 ► A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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.dehvery,erection and bracing,consult ANSUTPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnofno Drive.Madison,WI 53719. 721170 716 Common 16 1 Job Reference(ODtional Builders FirstSOurce, JackSonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:23 2015 Page 1 a 4 ID:_8kMQ0gICcvBYV7rn4?i ycCyToxk-SSUaaHKelPgPix3fCjmWnISAHPU01W1dOrrlxuyVAes 1 -1-4-0 1 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 4x6= 3.00 •12 4 2x4 •i�� 2 x 4 3 5 Y r 1 N W 2 6 aar.= _� O ow— en r sim_ „ 6 8 7 0 3x6= 3x8= 3x8= 3x6_ 8-1-8 I 16-3-0 I I 8-1-8 8-1-8 Plate Offsets(X.Y)— [2:0-3-0,Edgel,[6:0-3-0.Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud 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 lncr YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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) \\\``1,\CI I I III I/ICJ f/// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \��`��v?•J !\• /�. TOP CHORD 2-3=-1417/1005,3-4=1063/708,4-5=-1064/709,5-6=1462/1048 V ` �/i BOT CHORD 2-8=-932/1339,7-8=978/1393,6-7=-978/1393 \C'EN`SF WEBS 4-8=-156/331,5-8=-430/403,3 8=377/354 - * .• * = NOTES- (7-9) _ e 34869 1) Unbalanced roof live loads have been considered for this design. = -� /�/ rj,\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., V I'1 L4• _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions 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. 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 F(ORIO P.•' V\ will fit between the bottom chord and any other members. � S(1 \\� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) ////v 1O N AV- \ \ 6=148,2=224. ///1 1 1 1 1 1 1 1\\\ 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 October-9,201: I ■ ,A, WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!!-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,deivery,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 dive,Madison.WI 53719. 721170 •16B (common 2 1 1 !Job Referenceagptional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 09 10:16:25 2015 Page 1 • • ID:_8kMOOgICcvBYV7m4?iycCyToxk-PrCK?yMvG147xFDIK8o_sAXT3D5gVOXwt9K8?nyVAeq -1-4-0 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 4x6= 3.00 12 4 2x4 11! 2x4 3 5 q r I.-- r W 6 2 Ie rr ® �� 82 wig__ I� �� _ NM 0 d 0 3x8 9 8 �, 0 3x8- 3x8= 7 3x8 = . 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)- 12:0-4-0,Edae116:0-4-0.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deil Ud 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!nor 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) \\\`011111110/ ` // FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\\- �\V?,,- '`. / /�/�� TOP CHORD 2-3=-1194/1892,3-4=-792/1512,4-5=-792/1509,5-6=-1183/1782 ,, \ 10ENS `, BOT CHORD 2-9=1802/1127,8-9=1802/1127,7-8=-1683/1116,6-7=1683/1116 F •• WEBS 4-8=-544/203,5-8=-419/327,3 8=418/451 - * • * NOTES- (7-9) _ ! e 34869 1) Unbalanced roof live loads have been considered for this design. _ 13 /�/ r cc 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., -n GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions -/" -. shown;Lumber DOL=1.60 plate grip DOL=1.60 . 0 • STATE OF IQ 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 " •• V will fit between the bottom chord and any other members. //SS1 \\' 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) /// '0• N A` \�\ 6=217,2=385. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///1 1 1 I 1 I 1 1\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 it October 9,201', t f 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 overea 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 DOnohio Drive,Madison,WI 53719. _y .. - Co o D - W r 'A 0W Za m D r m -0 v+ 7s'.°1 �z lT 1 Z D x m flit cn ' ? C7 cD 7 n f < n O O 7 7 7 o O N z; ( m- °_o Q0 � O N Z a O 7J n 7 � a O (D a _o y c°. o - "oo TWO (D C n 5 Q" m� m Qo3N7 D m n 0 O 0 ° v o N c O y N D° O D O o.o (n D• aO n.m aN Q p° ( n 3 C o 0,x -,.-0 oy FDC7p 0 » 0 °-3 N �5a)-0° ° p <C(p n (D �p Q D 7' n Q O' C o (D 7 D 6 O j O y Od � j y K Cl)W C ° – 3 °' rrl co , 03-1� –anm aon o F, n D 5'v on ° � 3 'noo(p° 3 i030 –I-, o o a.ID ' " o �Q3amo ° p o m3 (-0,- 5 D o0 m' -4 ( )'( o 3 3 � m(p 'm a ( ( 3 rn j -I u > ° p ° 7 (D o oco = r o s ° O Ii-_no(.0 N N N N 7 co up zto m -0 Zc) -a DL- TOP CHORD �m WIcn n 73 co mo _ -Xo� C7 O 30 m02 °° C. flj m p H_. _, c TOD! m "� �xm B- O . m0 �' Co � rn v �z Cr cn D �� O _ I N N v >y rn rnm -0 > 0)� O ® 0 n M © 4) DX X m T..<Z m C7 3 �. O ° La o o N < mm Z3 = W F w r 0 m W C D N m 0 c n ill m cn D -A W m∎D Z m m O�-1 Z ® Im ..H 2O ," 7 w x U a o m TOP CHORD 1 1 N C - 0) -, (C NJ -, -+ <O CO J W (n A W N 7' 0 71 D 0 CO CO - 0) (n A W NJ -' 0 fit ,m = >O v d 77 -0 D C j O,O 0 O CD y a I y 3 r 5 2 O m 0 c C n C 5,O o Oj'a 0 . a y Z 3 f -1 n y Z N J a( o <m y v o o a° m nm m 3 a d 3 i m a d a j m N 2» 0(i - O N o n y , a C =t0 o� D p 0 � O O J V O o n -Q N O Q O O. f y y co O,„ co 3 3 to a F N = y p » � 7 D y »f n d < (D y 3 2 7 m p N a� (D J y �y o y < J J J v D (D(J m 3 m CO 2 c� J g (p 131 c m jp2 J o y O p. E �;a a a a N i, y av O 0 X -i w y n k m % y O N _ 3 a s y a p 3 Q o m:2 3 m a N O a . .' _0 a 7 .a a JO N N — -2 a» N 0 p -. d o co N 2 N N O O J N Q p co N,c O'2 (D (py 3C O' o O C » J 8 J = , C (OI a N 0 ,9^ p 0 CD Zcr 0 j C OT o p p C O y' J y `._-L; N c j a`,C J Fi °p P( V' a< N N N, C N N O p J N N () C /r O y_ O a O y J 5 o 4 00 ' CD p. ) 0 a d a N O .O C D » a O < a V' O W y " — < 3 w y 0 y N m p 0 O'E m0' " 0 3 y J No:N op 7 0 y.°c c m - O s m sa . 3 .f ', 2 y . 4. � m m do �a mm3 m 1 JT Qo - J 2O mm 2 ° Dio F„- n m� v,n o Co 0 all mm' o y m m o ° ° m 3 n^) — m 3 m m a m v Z a c m °m m°o. m w p_ w a o (p O a o o N E @ G o <� m 0 c f a J - „, a'Q y m 2 (D J Q'O ( _N, _m 9-' a O m p 7+d C c () V p O n _ y tp J. J N C (D W N_y J Q (D W d _O n y O d 7 y d J j 3 p N (U C O �`< d d O d J O d N D.a p a O.. O N y a a (1.' 2. y E"o- CD Q. v 7--s -0 9.' a S'0. -o a»° g.» -'v .- O N Q c d mO 3 w O in .c p -, m ° o y r v, m= p� o 0 '0 o J c ym a myJ � a) m m y x Cd 5 o ". < m 5.4 a' ov — a °) a N < 3D N!D o O y a m N 13 M . •J o d n� n a° �`mo n O m a m aca .. m (p N m 5 w ° J p o £ CO Oa -, 3 n 5� 3 Cr m 0 !"h CD CP 10-1 O R T E ° JOB SUMMARY REPORT ` ` Job. te 01:Level Member Name Results Current Solution 'Comments BM1 {Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL f • 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 (9041 772-6100 garrett.bumgardner©bldr com • Page 1 of 2 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 ii I Io ® MiTek Industries,Chesterfield,MO Page 1 of 1 Ul . Note:T-Bracing/I-Bracing to be used when continuous lateral bracing n I=DI is impractical.T-Brace/I-Brace must cover 90%of web length. Li\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 1 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 Rows of Lateral Bracing �, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 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 0 -0•••••••• \�t�1tllIIi ,,, OS , ,,-\\).\-.....-,.;c•ENSF •‹� Nails Section Detail * N 34869 •* _ T-Brace =�° 6/22/11 • w_ o : �, STATE OF . �, Web : •••.FLORIOP •'-`C9 : ''',/,1O N A1- �\\\. Nails 1109 COASTAL BAY Web 11 BOYNTON BC, FL 33435 I-Brace Nails • ,JANUARY 4, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL_SP I to MiTek Industries,Chesterfield,MO Page 1 of 1 =OD NOTES: 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 �� EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. �n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH 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. ITHIS 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 1 O .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 ;, .162 108.8 99.6 _ 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY ri z .128 74.2 67.9 58.9 57.6 50.3 9, .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS r) NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. I NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 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 MAY \ ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°T0 60° 30°T0 60° " 45.00° 45.00° 45.00° '7/ , „0111,11,1, , \\\\ �s s.k 1' \�\,J�'oGENSF ���ii• Ni 34869 0 • 6/22/11 : 41,1:-... STATE OF =::- •'• FLORIDP •-• 0• ,''"S/ONAt-te\ ■ \� /II11t1 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 I STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO r I II I ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E all MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING ono EXPOSURE B or C n ,I I—� DUCE IO �u� 1. 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. IL 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"OC. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH •DIRECTIONS AND: � MI 6 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I- ;iMENNMlMIICI-®IIIIk``'∎ 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ■= ',p/' 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"O.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 ��ar_iI�\ WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: f�, --_ I I ` REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \, TRUSS MITEK DESIGN DRAWING.D SPACING SHOWN ON BASE I Ii\ —MMME77% ':, SCAB CONNECTION PER 41I10:4iA■ �� NOTED ABOVE kit \ - 7 �•�'•.1 I \1 �'■ \\ / 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 permanent bracing per standard engineering practices or \``\ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. \` STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint � .\ and diagonal bracing requirements. VERTICAL WEB TO \\tt1T� /�� EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED \\\ �S air �i// BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ��Jam\ <��,, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� \,\CENSF % MUST MATCH IN SIZE,GRADE,AND MUST LINE UP -. 157,1 AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF N r 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.) .7 13 : ' I 0 — (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM Q 3/ 9 12 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i STATE OF •„, BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ■ "'•, F " GREATER THAN 4000 LBS. ij �ORIDP' 'a(� ■ "r, 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 'j S -- `' �� • 5) NUMBER OF PLYS RATED LOAD F PIGGYBACK MUST BE APPLIED TO BOTH BASE TRUSS. ��/���NIAL,;\\\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FgBR1 ARY 14, 2012 Standard Gable End Detail SHEET 2 1 MiTek Industries,Chesterfield,MO Page 2 of 2 nni II I ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. ,00 goo HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. L�vr (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing t/ TO BLOCKING WITH(5)-10d COMMONS. 4J ': 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 'J I �► WITH TWO I16d NAILS EACH.FOUR FASTEN PURE N TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace 1 ��. I PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points ��. , SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ��∎ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING I �. �I TO TRUSSES WITH(2)-10d NAILS AT EACH END. 1�. ATTACH DIAGONAL BRACE TO BLOCKING WITH �- (5)-10d COMMON WIRE NAILS. End Wall MiiiiiiilaqiiainiiiiiiiHE ::-.I1 N_______-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.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 �' k MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C.-FOR WIND SPEEDS GREATER 120 MPH(ASCE 7.98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(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 YED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. G STRUCTURAL .'�• BE PRESSENT TOIPROV DE FULL OAT W TCNIE BOTTOM GABLE TRUSS CHORD TO RESIST LL OUT OF PLA ��dCrN�j, HOWN•",� , IN THIS DETAIL IS FOR THE VERTICA .S.K ��/�� NOTE:THIS DETAIL IS TO BE USED ONLY FOR 4869 •.•* STRUCTURAL GABLES WITH INLAYED I' _ STUDS.TRUSSES WITHOUT INLAYED _ ' / i�.�il STUDS ARE NOT ADDRESSED HERE. _ 0 3/29/12 _ STATE OF ��� STANDARD i F GABLE TRUSS / �� �ORIDP`.•. `�/ f �./�S,O NIA`` `\\\ M\�, 1109 COASTAL BAY BOYNTON BC, FL 33435 • 1 eve TECHNICAL BULLETIN April 2010 r by Weyerhaeuser Bulletin TB-300 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 11 - FACE 131 3Y7' 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) 3%' 720 1,435 2,155 2,870 1.020 2.040 3,060 4.080 .I FACE 3Y2' --- --- -- --- -- --- 3'/2"+13/40 (51/4" Beam) J.1 ' l TOP(4) 31/2' 720 1,435 2,155 2,870 1,020 2,040 3,060 4.080 31/2"+13/4" FACE/ 3,/2' 1,435 2.870 4.305 5,740 2.040 4,080 6,120 8.160 (51/4" Beam) TOP 131 ' FACE(2) 6"(5) 1,055 2,110 3,165 4.220 1,360 2,720 4,080 5,440 4-ply1'/4" 1i 1 • (7" Beam) { ' • / TOP(2) 6"(5) 705 1.405 2,110 2,810 905 1,815 2,720 3,625 FACE 131 3'/z" 1,915 3,825 5,740 7.655 2,720 5.440 8.160 10,880 2-ply 13/4"+31/2" 6"(51 2,110 4,220 6,325 8,435 2,720 5,440 8.160 10,880 (7" Beam) TOP(2) 3'/s" 640 1.275 1,915 2.550 905 1,815 2,720 3,625 • -• 6"j5) 705 1,405 2,110 2,810 905 1,815 2.720 3,625 2-ply 31/2" FACE! (7" Beam) TOP 121 6,45) 1,055 2,110 3,165 4.220 930 1,860 2.785 3,715 ' i 2-ply 13/4"+31/2" i FACE! (7" Beam) 1 TOP 131 6"!5' 1.055 2,110 3,165 4,220 1,360 2,720 4.080 5,440 I FACE141 6"15) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+ 31/2" (7" Beam) / y TOP(4) 6"t5) 705 1,405 2,110 2.810 905 1,815 2,720 3,625 51/4"+ 1'/4" FACE! (7" Beam) -/ TOP 131 3%" 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 Parallam''PSL and Microllamv LVL,but are not recommended for TimberStrane LSL. Page 2 of 8 AWeyerhaeuser. 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. ■ ® eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDe 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 31/2') 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 T a • Lead holes not required for wood screws Conc.Load Conc. Load m m Conc. Load Conc.Load 0 0 u' •, • a'N • • • L • • ��^^ • • \EQ.is EQ.\ 2' Max V (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 1/2"0 bolts d=9%"for 1/2"0 bolts d= 11%"for'/2"0 bolts d=9W for 3/4"0 bolts d= 14"for'/"0 bolts d= 16"for'/"0 bolts Conc. Load Nailed Connection Detail C pl *STAGGER NAILS TO • PREVENT SPLITTING . • • • . IA" 16d Sinker (typ) 1 Typ l \ \ (+9„1„) I I (0.148” x 3W) L6 Nail Pattern J 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern ww CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com . Weyerhaeuser,'Level,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 Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam`" LVL beam supporting a 2-ply Microllam"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.) J L • J L • -1 L J L I L J L J L. • • I\ Additional 3-13/4" x 14" Microllam® LVL Beam, Flush Connection ` - Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r R 2- 13/<" x14" Microllam® LVL" 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 (1.888.453.83581 • www.iLevel.com Weyerhaeuser,;Level.M,crollam,Parallam,TimberSlrand and Trus Joist are registered trademarks aad F ode is a trayeea-k of Weyerhae.,ser NR 2010 Weyert aecser NR Company All rights reserved ■ kr,..... ,x TCr• LIAIlf` Al 0111 I CTIAI ...1=1 Forte MEMBER REPORT Level,Floor:Flush Beam software ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED Overall Length 15' 0 1 1 i -I I X 15' ___J- co E All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System•Floor Member Reaction(lbs) 7595(g 2" 7809 Passed(97%) - Member Type:Flush Beam Shear(lbs) 6837 %, 1'5112" 13965 Passed(49%) i 0 Building Use:Residential Moment(Ft-lbs) 25215 4'11 7B" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356©7'1 13/16" 0.489 Passed(L/494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 a 7'1 7/8" 0.733 Passed(L/386) -- • Deflection criteria:LL(L/360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are property 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) Bearing Bearing Bearing Dead/Floor/Roof/Snow Accessories 1-Stud wall-Spruce Pine Fir 3.50" 3.50" 3.40" 1641/5955/0/0 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 Width (0.90) (1.00) (non-snow;1.25) (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 C Location Analysis Shear(lbs) Moment(Ft—Ibs) Cwnments Actual/Allowed/LDF Actual/Allowed/LDF -3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 111- 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER 1 Forte" Software Operator Job Notes 3/25/2010 9:02:21 AM iLevett Forte's'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 AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Taus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company.All rights reserved. - • 20-00-00 10-00-00 6-03-00 6-03-00 10-00-00 20-00-00 i 11 T F j11r on._ I I IC I 7-00-00 II 111111111.I 111111111.mfq II II 1 rui I,. I Au It rui 1 I II il l .! 3 II - '-ii li I II INV rn ,II� i 1 i.r.2 ru ►► Fi[ ► BM 1 1 r1 .�� m 1u, rus 1 I I 1i I 1 I I l LL a ri. =N 7' NIP �I II I' r ,:III I I II■� _II 1 1 19-10-00 16-03-00 �� 16-osoo 1alaoo 16-0600 16-0$.00 20-00-00 EXTERIOR WALLS HAVE BEEN HELD BACK 1/2" FOR SHEATHING 1 MITEK PLATE APPROVAL #'S 2197.2-2197.4, r HATCH LEGEND " SHOP DRAINING REVIEW** 8'1-1/8a The shop drawings to which this stamp is affixed have been reviewed for 17 7• compliance with the design intent of the structural engineering prepared ■ r and the Professional Engineer identified ������; • below. This acknowledgment does not lessen the Delegated Engineer's ∎�� responsi lilies associated with the preparation of said documents, nor relieve :him or er from errors Or omissions within the same. - PPROVED 0 APPROVED AS NOTED ©;11 07 APPROVED H H H .0 e/ r IV � � General Note.: g •Per ANSVIPI 1•2002 all•Troia to Wall" onnections are �. ��� the nsiourer.responsibility of the Buildin Dc,.egntr.nil the Trowx hie respourer. •Use Manufsaun is specifications for nil hanger mm�ection, unless noted otherwise. ///!���777 •Trusses are to be 24•tees U.N.O. J'Lr. /„ ft, •.W hangers are to be Simpson or equivalent U.N.O.•Use Bad V1V {(J T x 11/2'Nails in hanger connections to single ply girder less,... •Trusses are not designed to support brick U.N.O. •Dimensions are Feet-Inches-Sixteenth. r < •- a x • F , f se`.!a Note.: ■t. v No bue•k charges will be accepted by Builders• FSrsLSoorx unit..approxed in writing first. .ACQ lumber to eorrisi a to truss plates. Any MN lumber That 72.11.00 comes in contort with truss linos(ie.scabbed on miW mug 8.00.00 a 3-10-12- 1 8-00-00 - 300.12: 3-10-12: 8-00-00 t30&Ot=I 310.12 8-00-00 700.00 anRihafd v B arw n n aSn(g B of BMe Stbuol mre Imear te ry Shlnioef(ed u ti d a W ood for Trans ipnrig.o Ir n w sm aOnid n g W during truss installation.--III,-■I- _' 1 °e h w the responsibility of the Contractor to ensure of the proper _—ice' ��� p _` a 2 a ■ - orientation of the truss placement pia w the construction !grill. - _ _ documents and field enndnions of the structure orientation. If a � reversed or nipped bn,vut as required.a will be supplied at no ii ii��ee__ee • 1 i :401.00 extra cog by Builders F1rstSewrce. as�. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops, • can lights•eel_so the trusses do not interfere with these type of • items. . III All mx m n framed .for flcr aFwte maxi Ira•designed as w NOT common any boas on the floor truss..below. The floor —1111 etas have not been designed to cam any additional loads from above. _I', This truss placement plan wax not created by an engineer.but i $ nuher by the Builders Finmbum•start snit is solely to be used —� i , 1, tor[(Ul', as an installation guide and does not region•a seal.Complete truss engineering and analysis can b e found on the truss design °+ drawings which may be sealed by the truss design engineer. ••••••• / IiI Gable end trusses require continuous bottom choral bearing. II Refer w load cabs for wall framing requirements. —` 1• �7' be design ell ymmet i hay«been made to the i trusser may rat M•design.'ax,nme,rMally Please n•rer to the indiridual/rues dra mRS end trues placement plans for propner orienmlion and 11 II I 11 I placement. , . V....66 iiii<..w�.l.�t I I .ice .a1tY 1111.11111r .. • ' __ F1rstSource • 20.00-00 18-0600 184500 20-00-00 Freeport 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 1 ' :ITAT FOR HUMANITY 189, 193, 197,201 OCEAN GATE R. e UADPLEX REVISED Desalt, Onaml Rd* 1019115 P 721170 I.aa• 9Aba yea 1 1 C-1- #'S 1630.2-1630.1 0 23279 721170