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173, 177, 181, 185 OCEAN GATE DR - TRUSS JULIUS LEE PE. RE: 736710- OFFICE COPY 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity-Beaches Project Name: 736710 Model: Quadplex Revised Lot/Block: . Subdivision: 173, 177, 181, 185 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/TP12007 Design Program: MiTek 20/20 7.6 o Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf oA .` ' v �cva, > Roof Load: 32.0 psf t ti v s. 0 vo� oi� This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. E ° 2 With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index theet . 4•c .r conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 4 a,;;;2;5' ,s w 1,,, This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules' .: ° E O In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompani this coversheet. The latest approval dates supersede and replace the previous drawings. ;_; v t : uoR No. Seal# Truss Name Date No. Seal# Truss Name Date 3 p o 1 110882126 ICJ04 11/30/01518 110882143 F14 11/30/01 �` 'D z° c N r 2 110882127 1 CJO5 11/30/015 19 110882144 F15 11/30/0151 0 -r- U Q'2 w 0 ..", 3 110882128 ICJO6 11/30/01520 110882145 F16 11/30/015 Z g-22, `o ro c 4 110882129 I EJ02 11/30/01521 110882146 F17 11/30/015 g ` ° G ,, 5 1 10882130 IF01 11/30/015122 1 10882147 F18 11/30/015 N ' G V O 6 110882131 I F02 11/30/01523 110882148 F19 11/30/015 0§ L E o j 7 110882132 1F03 11/30/01$24 110882149 F20 11/30/015 "a -` W e, O 8 110882133 !F04 11/30/015 25 110882150 F21 11/30/015 .a E 3 o a 9 110882134 i F05 11/30/01526 110882151 F22 11/30/015 -4-, o. `6 tclt/ 10 110882135 1F06 11/30/01527 110882152 F23 11/30/015 u! `,: o ,3 t a ` , 11 110882136 I F07 11/30/015128 110882153 F24 11/30/01$ * I C E 2 y t Q•t 12 110882137 iF08 11/30/01529 110882154 HJO2 11/30/0151 o A o a v 03 13 110882138 1F09 11/30/015 30 110882155 101 11/30/015 a v. ` 14 110882139 I F 10 11/30/015 31 110882156 102 11/30/01$ `' " t „g,, 41 oc � r. c � 15 110882140 I F11 11/30/015132 110882157 103 11/30/015 v N a c 16 110882141 1F12 11/30/01533 110882158 104 11/30/01$ ` o E v E Q4 , [17 110882142 1F13 11/30/01534 110882159 T05 11/30/015 a t z Ai The truss drawing(s)referenced above have been prepared by MiTek 0,``S I IS'I I�'�// Industries, Inc. under my direct supervision based on the parameters \\\\,\v.. K �� provided by Builders FirstSource(Jax). >J•' NSF ��`� * Truss Design Engineer's Name: Julius Lee :' o 3 869 • My license renewal date for the state of Florida is February 28, 2015. ;��1 �`� NOTE:The seal on these drawings indicate acceptance of = O • 'r professional engineering responsibility solely for the truss T .. STATE OF `_\ components shown. The suitability and use of this component F<ORIOP ••'• � � for any particular building is the responsibility of the building ��S�4NIA�5 tuber 30,2015 designer. per ANSI/TPI-1 Chapter 2. 1 ci14 Julius Lee 110882126 736710 CJ04 Jack-Open Truss 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:3040 2015 Page 1 5. ID:_8kMQOglCcvBYV7m4?iycCyToxk-oIP?1 JOsNHe2592wysz?fAEUAxJCsyyxAE747FyDyHz -2-0-0 i 1-0-0 2-0-0 1-0-0 Scale=1:6.8 Y 3 2 i 4.00 1 t ..:., d T1 alla' 4 1 1 Ak 3x4 Plate Offsets(X,Y)— [2:0-1-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 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!nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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) \ \\l 1 l I I l/// / Max Gray 2=264(LC 1),4=120(LC 8) \\\`s `C S. c ��// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ \)\,V? !`. % \CENS . ' . . NOTES- (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc., - * . 34869 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 _ -0 ` 1 r 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •_ ifs •4)Refer to girder(s)for truss to truss connections. %. STATE OF ��\ 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 •,FL ORID I .•'- i� joint 4. t1� •••....•••!� �N. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,/7/ /Q►�1 A f� v-\\\� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //,/f I II l I 1\\\ 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 November 3p,201: l ■ I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI<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 parementers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quaky control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,WI 53719. •• '� 110882128 736710 CJ06 Jack-Open Truss 8 1 •,■RI- -nce o.tionall Builders FirstSource. Jacksonville,Fl 32244 ID_8kMQOglCcvBYV7m4?i 7.640 s cCyToxk-CK58fL2kfC0dydmVd�MHpRs8KI3JhOsCEkkayDyl W 1 I -2-0-0 I 5-0-0 2-0-0 5-0-0 Scale=1:13.4 y 3 , 4.00 12 n Ti 2 V- B1 MI 1 "2x4 = 4 U. LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=99(LC 12),2=240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) \\\``1``11c1 I I 1(////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\\` \3?•.. k 4 .//,• NOTES- (7-9) ` IGEN$F . .< 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions - * a 34869 ' shown;Lumber DOL=1.60 plate grip DOL=1.60 = r — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ _ /;.1 r� 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ _ will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 0 STATE OF .: IQ -- 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 ��\ joint 2. r '1.0E.L ORIO1' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / vS1 l \\� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //// A f I�` Ti Y � particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //10111 V I 1 1 \\ 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 November 3p,201E t • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with Mi rek 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 responsibiility 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/7PI1 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. 1 .__ .._— w 110882130 736710 F01 GABLE 4 1 . Job Reference(4ptionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MITek Industries.Inc. Mon Nov 30 15:30:47 2015 Page 1 >, ID_8kMOOgICcvBYV7m4?iycCyToxk-55KeVi5FjRW2RE4HsgbeRfOflmIN?782ngCytLyDyHs 0-48 0-11{8 Scale=1:33.0 3x3 = 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T1 3 !! 1 1 1 1 1 1 1 1 1 I________1 1 3a Y ' 6 S sni.1Y1Y_Y®Y'ii y ...IPA �Y-Y -Y u-r- -Yt-r•r -R 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3 = 3x3 = 3x3 = I 1-6-12 1 2-10-12 I 4-2-12 I 5-6-12 1 6-10-12 8-2-12 I 9-6-12 110-10-12 , 12-2-12 { 13-6-12 114-10.12 1 16-2-12 I 17-6-12 18-2-14 19-9-8 1-6.12 1.4- 0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4.0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0.8.0 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) 1/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 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:92 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:31-32,17-18. REACTIONS. All bearings 19-9-8. (lb)- 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, \\`�`t Sc1 1 I I I{////I//1 19 \\\\ \VS-S �• / /,, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� ` P \�J I,CEN4- •-• � NOTES- (7-9) 1)All plates are 1.5x3 MT20 unless otherwise indicated. _` ' a 34869 2)Gable requires continuous bottom chord bearing. _ , 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _ i-:1 r1 ; w 4)Gable studs spaced at 1-4-0 oc. -, I _ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -- 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks 0I :. �L Z to be attached to walls at their outer ends or restrained by other means. . • STATE OF • 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any F(ORIO P ......,* ,\C9\� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ;//61//t.).,./.1,- \ \\� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �N A�- \ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 I 1 I I I I I I`� \ LOAD CASE(S) Standard I I November 30,201E ■ • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M:TEX REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters slaws,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 responsaillity 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,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.W 53719. l •....... •• •�� ^r r 110882132 736710 F03 Floor Truss 12 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Ocl 7 2015 MiTek Industries,Inc Mon Nov 30.15:30:51 2015 Page 1 6. ID_8kMOOgICcvBYV7m4?iycCyToxk-zta9L48lnf OUwrN25gfacVBFaNv?xpfZiRA906yDyHo 0.1-8 ' H I 1-3.0 I I 1-9-0 I I 1-8-0 I 0-h8 Sotile=1:33.5 s. 4x4= 1.54 = 1.54 II 558 = 4x4 = 1.54 II 1.54 II 1.5x3= 1 2 3 4 5 T6 7 8 9 10 11 424BiV•_• / _I,___________________________ il� 25 1 IV IMII 22 21 20 � 18 17 16 15 14 13 1.5x3 I I 4x4 = 3x4 = 1.54 II 34= 454= I 6-1-8 I 19-9-8 I 6-1-8 13-8-0 Plate Offsets(X,Y)- [11:0.1-8,Edge],[17:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.24 15-16 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) 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. (Ib/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) \\�`\\`\1 I l ii l////y7 FORCES. (Ile)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\j_\�v3 S_J•k /�/, TOP CHORD 23-24=-357/0,1-24=-356/0,12-25=-741/0,11-25=740/0,1-2=-281/0,2-3=-483/0, V C 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, \GENS -' 9-10=-1698/0,10-11=732/0 ■ BOT CHORD 21-22=0/483,20-21=0/483,17-18=0/1404,16-17=0/1931,15-16=0/1931,14-15=0/2011, . * . 34869 . 13-14=0/1369 — WEBS 419=-1072/0,1-22=0/357,4-20=0/460,2-22=-275/32,11-13=0/944,10-13=885/0, _ -13 ,/' r1 Ix 10-14=0/457,9-14=-435/0,7-15=111/404,4-18=0/890,5-18=-921/0,5-17=0/785, - r _ 6-17=-339/0 II -• ' 1(l NOTES- (6-8) ••. STATE OF .• \�` 1)Unbalanced floor live loads have been considered for this design. •••F(OR IO ' -•' 0i 2)All plates are 3x3 MT20 unless otherwise indicated. , S(1 tJ \\�■ 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///t/i0/ N AL \�\ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks ///III 1 t\\\\ to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard November 30,2015 A WARNING•Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MS-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 responsibilhty 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 ANSIrTPIt Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,M0 53719. 1 I 1108821341 736710 1F05 Floor Truss 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 1630:54 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-ORF Iz5Be4a03nJ6dmoDHD7pmcaxm899?OPOgdRyDyHI 0-1-8 11,41 H I -1-30 I I-0-80 I 1-11-0 I 0-148 Scald=1:26.9 4x4 = 4x4= 1.54 = 3 x 4= 4x4 =1.5x3 I I 3x3 = 1.5x3 II 3x3 = 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 1 979 "` +� ,rgI 20 4 Y ') ,I ■i Y rill ��0 �Ra.. Isar. \I,tr■ P. 17 16 15 14 13 12 11 ma 3x3= 4x6= 3x4 = 4x4 = 1.5x3 II 3x6= 3x4= 44= 3x3 = I 15-11-8 I 15-11-8 Plate Offsets(X,Y)— I'1:Edge,0-1-81,f9:0-1-8,Edge],[15:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.29 13-14 >650 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=858/0-3-4 (min.0-1-8),10=858/0-3-4 (min.0-1-8) \`�' IIlil///// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ ``c Q // 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, \\ \V?••S 4. / �/, 5-6=-2733/0,6-7=-2733/0,7-8=-2060/0,8-9=-859/0 �N\,J 10ENS�•'`�C`�/� BOT CHORD 16-17=0/1611,15-16=0/2502,14-15=0/2732,13-14=0/2732,12-13=0/2486,11-12=0/1613 WEBS 9-11=0/1108,8-11=-1048/0,8-12=0/622,7-12=59210,7-13=0/336,5-13=-369/249,1-17=0/1113,2-17=-1041/0, - 2-16=0/608,3-16=630/0,3-15=0/677,4-15=-411/0 * r s 34869 ' NOTES- (4-6) 7. 74� �� • W 1)Unbalanced floor live loads have been considered for this design. CZA. _ 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks 0 '. IL to be attached to walls at their outer ends or restrained by other means. ..- STATE OF r 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any '•..P ORIO P -• (i 5) particular te Visuallydgra is ded lumber designation SP,representsnnew luember desigln values as per by building code. //vs1/O A'^ \\\ 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ///i!1 f l l 1,,\ LOAD CASE(S) Standard 1 November 3D,201E A WARNING-Verily 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 shown is for lateral support of individual web members only. Additronat temporary bracing to insure stability dunng construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I 1109 Coastal Bay fabrication.quality control,storage.delivery.erection and bracing.consult ANSUTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onohio Drive,Madison,All 53719. 110882136 736710 F07 Floor Truss 2 1 Job Refeience(optional Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:30:57 2015 Page 1 ID:_8kM QOg ICcvBYV7 m4?rycCyToxk-oOxOb7 D W MVndemrCSwm_rmRK WoOYLTZS4NdU EmyDyHi 0-1-8 ' H i �� I-I I 1-10-8 I 0-1.8 Scale=1:34.0 1.5x3 = 7x8 I I 4x6 I I 2x6 I I 3x6 I I 4x6 I I 4x6 I I 2 x 6 I I 5x6 I I 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 11\ M 1 r . I.1 1a Y M %Ir. i.- 21 20 19 18 17 16 15 14 13 7x14 MT2OHS= 5x6 I I 4 x 6 I I 2x6 I I 2x6 II I 19-9-8 I 19-9-8 Plate Offsets(X,Y)- [1:0-1-8,0-0-81,[6:0-3-0,Edge],[7:0-3-0,Edge],[11:0-1-8,Edge],[11:0-1-8,0-0-8],[16:0-3-0,0-0-0],[17:0-3-0,Edge] LOADING (ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 MT2OHS 187/143 BCLL 0.0 Rep Stress!nor NO WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (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, except BOT CHORD 2x4 SP M 31(flat) 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) ��111II1I1/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ `` c ` /// 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, \\ \vS,S•`\- //� 4-5=-6948/0,5-6=-6917/0,6-7=-6579/0,7-8=-5556/0,8-9=5556/0,9-10=-3850/0, \\ J" EN C� 10-11=1463/0 ,C' SF - BOT CHORD 20-21=0/4743,19-20=0/7031,18-19=0/7146,17-18=0/6579,16-17=0/6579,15-16=0/6579, 14-15=0/4811,13-14=0/2852 a 34869 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, _ - 7-16=0/453,1-21=0/3120,2-21=-3005/0,2-20=0/1515,3-20=-1512/0,3-19=-313/0, 7 -D .I' 1 I ; 4-19=0/324,5-19=257/0,5-18=-543/0,6-18=0/926,6-17=-627/0 J / NOTES- (8-10) - U 1)Unbalanced floor live loads have been considered for this design. STATE OF 2)All plates are MT20 plates unless otherwise indicated. ,FLOR10,-• •'\• 0 ■ ■ 3)All plates are 6x8 MT20 unless otherwise indicated. •(1 •• \\ 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / � \\ 5)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks / ///// NIA 1-,`\\\ to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1259 lb down at 3-11-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=-10,1-11=-100 Concentrated Loads(Ib) Vert:23=-1179(F) 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 November 31,201E Continued on page 2 � l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE WI-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 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 1 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPI7 Quality Criteria,DSB-89 and BCS11 Building Component I Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,INI 53719. 1 736710 1F08 Floor Truss I2 1 110862137 ll Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc Mon Nov 30 15:30:59 2015 Page 1 • ID:_8kMQOglCcvBYV7m4?iycCyToxk-kP3B0pEmu71 Lt4?aZLoSwBWdybgnpQFkYh6bleyDyHg 1• 1-3-0 1 1 1-2-12 Dl 1.5x3 = Scale=1:11.5 6x8 = 2x6 II 3x6 II 4x6 II 1 10 2 3 11 12 4 I L n n •• W3 5L1 L■A/ . I 1.5x3 II 4x6 = OP' , 9 8 7 6 4x6 = 2x4 I I 4x4 = i 4-1-4 I 5-7-4 4-1-4 1-6-0 Plate Offsets(X,Y)— [2:0-3-0,Edge],[4:0-1-8,0-0-8],14:0-3-0,Edge],15:Edge,0.1-8],[8:0-1-B,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.07 6-7 >940 240 BOLL 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, except BOT CHORD 2x4 SP No.1(flat) 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) \x'11`'1 I l Idl l//�//// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\`mowS•J.k '' TOP CHORD 1-9=1326/0,4-5=-1584/0,1-10=1567/0,2-10=-1567/0,2-3-1567/0,3-11-868/0,11-12-875/0,4-12-881/0 V `[∎ i ■BOT CHORD 7-8=0/1567,6-7=0/1567 \CENS, • /: WEBS 4-6=0/1131,1-8=0/2040,3-6=-918/0,2-8=-1117/0 NOTES- (8-11) * r • 34869 • * _ 1)Unbalanced floor live loads have been considered for this design. / r 2)Refer to girder(s)for truss to truss connections. - •.b� / 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -f "� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks 0 : IQ- to be attached to walls at their outer ends or restrained by other means. STATE OF 5)CAUTION,Do not erect truss backwards. ••.•FL ORID P,.•' Gam\ 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 � Sn •••••-••• ! \\• • 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 //// /O A t A` rC \ others. //Oil 1 1 10\ \\ 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 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 November 30,201 Continued on page 2 r 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 tracing 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 ANSUTP11 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. 736710 F09W JFloorTnissV 2 1 110882138 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc Mon Nov 30 15:31:00 2015 Page 1 I D_8kM QOgI CcvBYV7m4?iycCyToxk-DbdZD9FPfQ9CVEam73KhT03tL?40YyE un Lr8r5yDyHf 0-1-8 H I 1-3-0 I I 1-9-4 I Scale=1:11.8 3x3= 1 3x3 = 21.553 II 3 3x3 = 4 Ti , ii 10I I „\NiNNN sa 1.5X3 — sa 1.553 = • II 4 4 • left 0 „ 1.5x3 I I 3x3= " 9♦ 8 7 6 i� 3x3 = �' 3x3= 353 = I 4-9-4 I 6.3.4 I 4-9-4 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) • Weight:351b 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, except BOT CHORD 2x4 SP No.2(flat) 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ 11 1 l I I 1 l J//// 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 S k i ,,/�i BOT CHORD 7-8=0/390,6-7=0/390 / WEBS 4-6=0/307,1-8=0/495 �J 10ENSc' �� NOTES- (4-6) 1)Unbalanced floor live loads have been considered for this design. * . 34869 • 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ .' �� 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks _ /�/ • to be attached to walls at their outer ends or restrained by other means. _ 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any ---:.•- - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. t STATE OF 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 ••.FL ORIO r •- 0�� LOAD CASE(S) Standard ////j2/�NA�- �\\\ ////, / 11111\\\ November 313,201E t i A WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Appicability 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 ANSITP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,1M 53719. 736710 F11� Floor Truss 12-' 1..' 1 110882140 Job Reference(optional) Builders FrrstSource, Jacksonville,Fl 32244 7640 s Od 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:03 2015 Page 1 • ID:_8kMQOgICcvBYV7m4?iycCyToxk-dAlisAIHyLXnMh ILoBtP51 gNbC2DIAKKTJ4oRQyDyHc 0-1-8 ' H I 1-3.0 I I 1-7-12 1 0-7-8 I 0/1,8 Scab=1:27.0 1.5x3 = 1.5x3= 4x6 II 3x6 II 3x6 II 2x6 II 2x6 11 4x6 11 4 I 6x10 = 2x6 II 2x6 II 3x6 II 1 2 3 4 5 6 2 7 8 9 10 • 71Ty • • 9 1164411. 1WWVIIWN\,. ,Alk/0■41011WIWAIIM* _ 4!! 9 ' iiik- /` 'W` '4N . ...1■*.wm/iillf■st ./. -iii -...f DU .741 lee - e b.• 19 18 17 16 15 ,. 13 12 8 3x3 = 4x4 = 3x3 = 3x3 = 3x3 = 5x8 = 3x3 II 3x4= 3x3= 3x3= I 12-3-4 1 16-0-4 1 12-3-4 3-9-0 Plate Offsets(X,Y)— [1:0-1-8,0-0-8],[4:0-3-0,Edge],[5:0-3-0,0-0-0],[8:0-3-0,Edge],[9:0-3-0,0-0-0],[10:0-1-8,0.0-8],[13:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:108 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) 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) \,y`S)11111/,,/ Max Gray 20=690(LC 10),14=2054(LC 1) �\\`��vs.S.4 ///, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �GEN$F .�•C� '" 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, \ \� 5-6=-1788/0,6-21=-388/0,21-22=-388/0,7-22=-388/0,7-8=0/515,8-9=0/515, 9-10=0/514 a 34869 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 _ -� f`_� r•� ; W.: i.u.:: 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, _ 7-15=0/1656,6-15=-1568/0,6-16=-261/340,10-12=654/0,9-12=0/318,7-13=0/633, s 8-13=-292/0 --: .4• STATE OF NOTES- (8-10) ''•.FI-ORt ' •' ('∎ 1)Unbalanced floor live loads have been considered for this design. , ') t \\ 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 lb uplift at joint 11. "///v/O N A` \\\ 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //01 I 11 10\\•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. 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) November 33,201E Continued on page 2 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 bulking component. Appicability 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 responsliailtity 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 BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. 110882141 736710 F12 Floor Truss 4 1 .J9213eference(optional Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 15:31:04 2015 Page 1 . ID:_8kMQOgICcvBYV7m4?iycCyToxk-5Ns43Wlvjffe rtYMVOedEDWUcJ1UI6ThzpL_syDytb 0-1-8 • H I 1-3-0 I I 2-0-0 Scale=1:17.0 1.5x3 = 3x3= 3x3= 3x4= 1 3x4— 2 3 43 = 5 TI • • • i ,, 111 1 AI r:. ' 11 10 9 8 7 6 3x4 = 34 = 1.54 II 1.54 II 3x4 = 3x3 = 1.54 II I 10-1-8 I 10-1-8 Plate Offsets(X,Y)— f5:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 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!nor YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:521b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (lb/size) 12=540/0-3-0 (min.0-1-8),6=547/Mechanical \\\\1)IllIii, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ `` c L // TOP CHORD 12-13=532/0,1-13=-532/0,5-6=-525/0,1-2=-501/0,2-3=-1042/0,3-4=1036/0,4-5=-474/0 \"_` \.3•J,�\, 0,•BOT CHORD 10-11=0/942,9-10=0/1036,8-9=0/1036,7-8=0/1036 \\ J�' EN <' WEBS 5-7=0/644,47=-763/0,1-11=0/644,2-11=613/0 ,C' `S - • /i NOTES- (7-10) * , a 34869 • 1)Unbalanced floor live loads have been considered for this design. _ 2)Refer to girder(s)for truss to truss connections. _ -0 / a r., 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. _ 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc 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. STATE OF 6)CAUTION,Do not erect truss backwards. • .c�•••.•E OR(O P .•• C ' ■•7)This manufactured product is designed as an individual building component. The suitability and use of this component for any � S.. •• l‘J \\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // 7 ■ Ti \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / //// N1Af,,`\\\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 10) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard November 33,201E, A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design 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 braang to insure stability during construction is the responsdiiNity 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/TPI1 Quality Criteria,DSB-89 and 80311 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,WI 53719. 110882142 736710 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:06 2015 Page�2 ID:_8kMQOglCcvBW/m4?iycCyToxk-11_gUCKAFGvMD91 wTJQ6jf IrUQ22yX?m9HIS2kyDyHZ 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) Vert 7-14=10,1-3=-20,3-6=100 Concentrated Loads(Ib) Vert 15=-654(B)16=-207(B) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 7-14=10,1-4=100,4-6=20 Concentrated Loads(Ib) Vert 15=-734(B)16=-287(B) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-14=10,1-3=-20,3-6=100 Concentrated Loads(Ib) Vert 15=654(B)16=-207(B) t 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. Applicability of design paramemers 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 budding 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•Onofno Drive,Madison,WI 53719. ..— 110882144 736710 F15 Floor Thus 6 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Od 7 2015 MiTek Industries.Inc. Mon Nov 30 15:31:09 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-SKf z6EM2YBHw4cmV9 S_pKIwQQd5e9z4DrFX6f3yDyHW 0-1-8 • ' H I 1-3-0 I I 1-6-0 Scale=1:20.4 3x4= 1.5x3 = 3x3 = 3x3 = 3x3= 3x4= 1 2 3 4353 = 5 6 Ti - e • 5 al II RE 4 :ll 7\a-s/ \- W0,411 :-.1 suLMAIHI\IIILso/ - - a 13 12 11 10 9 8 7 3 x 3 = 4x4= 3x3 = 1.5x3 I I 1.5x3 I I 3x3= 4x4= 1.5x3 I I I 1-6-0 I 4-0-0 I 8-3-0 I 10-9-0 I 12-1-8 I 1-6-0 2-6-0 4-3-0 2-6-0 1-4-8 Plate Offsets(X,Y)— 16:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:63 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) 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 \\\\111lif//,// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ `` ` / TOP CHORD 14-15=-646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=-1397/0,3-4=1614/0,45=1385/0,5-6=-598/0 �\--\``��.3, !\, / ///// BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 �`" �GENS'�•`.�<c\ // 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 \ NOTES- (6-9) * / a 34869 ' 1)Unbalanced floor live loads have been considered for this design. _ • 2)Refer to girder(s)for truss to truss connections. _ - / / r•� . Iz 73 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. Strongbacks -- to be attached to walls at their outer ends or restrained by other means. • VI STATE OF LU- 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any ••••EL ORIO P ••- ('jam.. particular building is 7)Note:Visually graded lumber desig designation SP,represents designer w luember des design values referenced s per by the building code. // , ?/ •••n• ‘4 \\ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ////O Nlr,'`\\\\ 9)Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard November 3 ,201E 1 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI.7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding 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/7P11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'OnoMo Drive,Madison,W 53719. Job Reference j4p6onal) 110882145 F16 FIOOr Truss 2 1 Builders FirstSource. Jadtsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc Mon Nov 30 15:31:11 2015 Page 2 ID_8kMQ Og I CcvBYV7m4?iycCyToxk-OjnjXv013pYeJwvuGtOH QjOfvR nadgNIYODkyyDyHU LOAD CASE(S)• , Uniform Loads(plf) Vert:9-17=-10,1-5=-100,5-8=-20 Concentrated Loads(Ib) Vert:18=-1031(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00.Plate Increase=1.00 Uniform Loads(plf) Vert 9-17=10,1-4=-20,4-8=-100 Concentrated Loads(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(Ib) Vert:18=-1031(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=10,1-4=-20,4-8=-100 Concentrated Loads(Ib) Vert 18=-951(F) • i • • I a WARNING••Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mn-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 a for lateral support of individual web members only Additional temporary bracing to insure stability dunng construction is the responsibdlity of the Julius Lee PE erector Additional permanent bracing of the overall structure a the responsibility of the building designer For general guidance regarding 1109 Coastal Bay labncabon.quality control,storage.delivery.erecbon and bracing,consult ANSIITPI I Quality Criteria,0511-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,WI 53719. 10882147 736710 F18 GABLE 1 1 Job Reference(optionall Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:13 2015 Page 1 ID:_8 kMQOg ICcvBYV7m4?iycCyToxk-K5v UybPZDQoMZE3GO13IV75BJ EdS5taomsVKogyDyH S 0.48 0-48 Scale=1:26.9 3x3= 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 Ti •a o � -a o 0 0 e o 0 l � ' �. 28 4 1 a I ST1 SIr1 STI ST I sr' ST1 ST1 I ST1 ST 1 4 1�„ Y t o a Gfo e o ou o e Of 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3 = 3x3 = 3x3 = 1-6-12 2-10 12 42-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-7-8 16-2-4 1-6-12 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 + 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 1-0-12 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor 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 \\\\\\``�� I l l II+I J/,///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\.)\'\ \V S•S K / ��/, NOTES- (7-9) \CENSF ,'c<\ i 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). r 4)Gable studs spaced at 140 oc. _ �! / 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics 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 STATE OF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '• FL ORID P . 0i`\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. S(1 ••• ' \\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /7/7v/ (,j AL \\\\ LOAD CASE(S) Standard ////I I I I 1\\\\ November 30,201E 1 / 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 budding 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 ANS17TP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 f7Onofno Dnve.Madison,WI 53719. - �r r 110882149 736710 F20 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc Mon Nov 30 15:31:15 2015 Page 1 ID:_8kMOOgICcvBYV7m4?iycCyToxk-HUI ENHRp7124oXDfVi5DaYAXp2IwZn35DA RtjyDyHQ 0.8 • o-H8 Scale=1:27.2 3x3= 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 1 ■• Y Y 11 - V 11 DA 2j7 11� 1I ze 4 _`'' S ST1 sr 1 S 4 — — LiJ■ 1—Y—Y� - 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x3= 3x3= 3x3 = 1-6-12 2-10-12 4-2-12 5-6.12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-9-8 16-4-4 1-6-12 1-4-0 i 1-4-0 1 1-4-0 } 1-4-0 1 1-4-0 1 1-4-0 1 1-4-0 1-4-0 i 1-4-0 l 1-2-12 l 1-6-12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loci) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) rile - 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'nor 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 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, 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 \\\`1 y`101 l I i I►///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,• \\,`��JS- K 4 '�//i NOTES- (7-9) ` \CEN$F' i 1)All plates are 1.5x3 MT20 unless otherwise indicated. \� - 2)Gable requires continuous bottom chord bearing. * / a 34869 • * f 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. - -0 iet6 ; 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - ,,.4.1 _ 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 STATE OF \ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /(°RIO,- ••- 0 . 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / S(1 i \\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // / N At C \\\ LOAD CASE(S) Standard ,/••//1 1 1 1 1 1 I \ i 1 November 30,201E t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building compdnent. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsdillity 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 comrol,storage,delivery,erection and bracing,consult ANSViP11 Quality Criteria,DSB-89 and 80311 Building Component Boynton Beat*t,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onohio Drive,Madison,wil 53719. 736710 F21 Floor Truss 2 1 Job Reference(optional) 110882150 Builders FirstSource, Jacksonville-Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc Mon Nov 30 15:31:17 2015 Page 2 ID:_8kMQOgICc vBYV7m4?iycCyToxk-Dt8_ozS3fflotrN2d77hfzGjJspO1XuOhUTYxcyDyHO 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) • • • • 1 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. Appkcability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability 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/1Pl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Onve,Madison.list 53719. 736710 F22 Floor Truss 12 1 110882151 Job Reference f ptionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Mon Nov 30 15:31:18 2015 Page 2 ID:_8kMQOgICcvB W7m4?iycCyToxk-h3iN?JThOyOff?yEArewCBow3F7vmxbXv8C5T2yDyHN 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(plf) Vert 5-9=10,1-2=-20,2-4=100 Concentrated Loads(lb) 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) • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive.Madison.W153719. 736710 F24 Floor Truss 2 1 110862153 `,lob Reference cptionell Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:21 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-5eOVeKWajtoD WSgpszCdppQSFTFnzSj_c6R14NyDyHK I 1-3-0 I I 1-5-8 I 3x3= Scale=1:10.8 1 34 = 21.5x3 II 3 353 = 4 11 . -.. e • _.— Y An W2 N2 W1 Y N 1 61 ° 1.5x3 II 3x3 = 9 8 7 6 5 3x3 = 1.5x3 II 1.5x3 II 1 4-4-0 i 5-8-8 I 4-4-0 1-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 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, except BOT CHORD 2x4 SP No.2(flat) 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. \\ I I I 1 Ill///// TOP CHORD 1-9=-333/0,4-5=-310/0,1-2=341/0,2-3=341/0 �� `\� S•K /��i/ BOT CHORD 7-8=0/341,6-7=01341 \\ V / WEBS 4-6=0/282,1-8=0/454 �`\ J�\ EN C� NOTES- ) (5-7 � ..- 1)Unbalanced floor live loads have been considered for this design. * — r . 34869 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ -0 /„, r.� CE 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks _ to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any - 0 ' particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. . STATE OF _- 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. FLORIDP G\�� 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /0//&‘.:/* C1/ A•►••• �i \\ LOAD CASE(S) Standard / ////O r I j l l \ ��\ .1 November 30,201E I • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIITPII Quality Criteria.D8B-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 dOnofno Drive,Madison,W 53719. I 110882154 736710 HJ02 JACK-PARTIAL TRUSS 4 1 Job Reference(optionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:22 2015 Page 2 ID_8kMQOglCcvBW7m4?iycCyToxk-ZgytrgWCUBw48cF?PhjsM l zaOtYXiwM7gmAlcpyDyHJ • 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(plf) 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(lb) Vert:8=25(F=12,B=12)9=13(F=7,B=7)10=68(F=34,B=34)11=1(F=1,B=1)12=59(F=-29,B=-29) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=60,2-4=43,2-5=-6 Horz:1-2=-69,2-4=52 Concentrated Loads(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) 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(pit) 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=3,8=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(pit) 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=O,B=0)12=-12(F=-6,B=-6) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(lb) Vert:8=12(F=6,B=6)9=139(F=69,B=69)10=6(F=3,B=-3)11=0(F=0,B=0)12=12(F=-6,B=-6) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) 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=O,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 page 3 f A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with Mrek connectors.This design is based only upon parameters shown,and is for an individual building component. Appkcabihty of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSITPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,WI 53719. 736710 14J02 1..-- JACK-PARTIAL TRUSS 4 ' I 1 110982154 Job Reference(optional)Builders FirslSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 15:31:22 2015 Page 4 ID_8kMQ0glCcvBYV7m4?i ycCyToxk-ZgytrgWCUBw48cF?PhjsMlzaOtYXiwM7gmAlcpyDyHJ LOAD CASE(S) Uniform Loads(pit) 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=-41,8=-41)9=77(F=39,B=39)10=-211(F=-105,B=-105)11=0(F=0,8=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=-22,24=14 Concentrated Loads(Ib) Vert:8=-19(F=-9,B=-9)9=-14(F -7,B=7)10=211(F=-105,B=-105)11=0(F=0,B=0)12=-20(F=-10,B=10) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-11,2-4=-16,2-5=10 Horz:1-2=33,2-4=-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=-10,8=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) 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 responseillity 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/TPI1 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. 110882155 736710 T01 Hip Truss 2 1 Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Mon Nov 30 15:31:26 2015 Page 2 ID:_8kMQOglCcvBYV7m4?iycCyToxk-ScBOh2ZiXQOWcEZme WnoWt7GGUv?ebTj108WmayDyHF 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(B)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(lb) 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(8)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) Veit 1-2=45,2-4=28,4-8=28,8-10=18,10-11=11,2-10=-6 Horz:1-2=-53,2-4=-36,8-10=27,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=148(B)8=148(B)16=82(B)12=82(B)17=73(B)18=73(B)19=73(B)20=73(B)21=73(B)22=73(B)23=73(B)24=73(B)25=14(B)26=14(B)27=-14(B) 28=-14(B)29=-14(B)30=-14(B)31=14(B)32=-14(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=11,2-4=18,4-8=28,8-10=28,10-11=45,2-10=-6 Horz:1-2=19,2-4=-27,8-10=36,10-11=53 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=148(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(plf) Vert 1-2=15,2-4=7,4-8=7,8-10=-2,10-11=5,2-10=10 Horz:1-2=29,2-4=-21,8-10=12,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Veit 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(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) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-8=14,8-10=14,10-11=7,2-10=6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=0,7-8=0 • Concentrated Loads(Ib) Vert:4=180(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(B)12=82(B)17=86(B)18=86(B)19=86(B)20=86(B)21=86(B)22=86(B)23=86(B)24=86(B) 25=-14(B)26=-14(B)27=-14(B)28=-14(B)29=14(B)30=14(B)31=-14(B)32=-14(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-8=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Continued on page 3 1 t 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 Mffek connectors.This design is based only upon parameters shown.and is for art 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 braong 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 ANSIl7PI1 Quality Criteria,DSB-89 and 8CSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison,WI 53719. 110882155 736710 T01 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jadcsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:26 2015 Page 4 ID:_8kMQOgICcvBYV7m4?iycCyToxk-SCBOh2ZiXQQ WcEZmeVVnoVN7GGUv?ebTj108WmayDyHF LOAD CASE(S) Concentrated Loads(Ib) Vert:4=-130(B)8=130(B)16=-149(B)12=149(B)17=90(B)18=90(B)19=-90(B)20=-90(B)21=-90(B)22=-90(B)23=90(B)24=-90(B)25=24(B)26=-24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=24(B) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=14,4-8=44,8-11=44,2-10=10 Concentrated Loads(Ib) Vert:4=-130(B)8=130(B)16=149(B)12=149(B)17=90(B)18=90(B)19=90(B)20=-90(B)21=90(B)22=-90(B)23=90(B)24=-90(B)25=-24(B)26=-24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=24(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-4=28,4-8=28,8-10=18,10-11=11,2-10=-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(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) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-8=7,8-10=2,10-11=5,2-10=10 Horz:1-2=-29,2-4=-21,8-10=12,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-55(B)8=-55(B)16=-133(B)12=133(B)17=-39(B)18=-39(B)19=39(B)20=-39(B)21=-39(B)22=-39(B)23=-39(B)24=-39(B)25=-24(B)26=-24(B) 27=-24(B)28=-24(B)29=-24(B)30=24(B)31=-24(B)32=24(B) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-4=-2,4-8=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=-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=28,4-8=14,8-10=14,10-11=7,2-10=6 Horz:1-2=29,2-4=36,8.10=23,10-11=15 Drag: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) 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=14,48=14,8-10=28,10-11=20,2-10=6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 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) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,48=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=-29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=46(B)18=-46(B)19=46(B)20=46(B)21=46(B)22=-46(B)23=46(B) 24=-46(B)25=-28(B)26=-28(B)27=28(B)28=-28(B)29=28(B)30=-28(B)31=-28(B)32=-28(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 Drag:45=0,7-8=0 Concentrated Loads(Ib) Veit: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 t ► A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control.storage,delivery,erection and bracing,consult ANSVTPII 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. 110882156 736710 T02 Hip Truss 2 1 Job Reference(opJiona1) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:27 2015 Page 1 ID_8kMQOglCcvl3 7m4?rycCyToxk-wolmuOaLIjZNEN8zCEJ134gQ?uDhN6bs 2u311yDyHE I -2-0-0 I 4-10.14 I 9-0-0 I 15-11-8 I 22-11-0 I 27-0-2 I 31-11-0 i 33-11-0 I 2-0-0 4-10-14 4-1-2 6-11-8 6-11-8 4-1-2 4-10-14 2-0-0 Scale=1:58.8 5x6 = 2x4 I I 5x6 = 4.00 12 4 T 6 2x4 � �� 3 ,(�•�, /�i 7 2x4 rtE i in 2 I 1 a• •. O 3x8 = 12 11 10 3x8 = 354 = 5x8 3x4 = 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,EdgeL 18:0.4-0,EdaeL 111:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.28 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.54 11-12 >695 180 BCLL 0.0 • Rep Stress Incr YES WB 0.45 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2014/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) \ 1\1 1 1 1 1 I 1//// Max Uplift 2=-429(LC 8),8=-432(LC 9) \\\\ �v5 S.K /I,,, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ∎\ J� �GEN$ <�.' TOP CHORD 2-3=-2560/1628,3-4=-2297/1430,4-5=-2671/1723,5-6=2671/1723,6-7=-2280/1420, \ F ? 7-8=-2520/1602 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, _ / e 34869 6-10=51/279,7-10=-222/262 _ /-D /� V 1\ ; NOTES- (8-10) L4 1)Unbalanced roof live loads have been considered for this design. d� ' STATE OF �` 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.11;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 �(pRtO 'DOL=1.60 plate grip DOL=1.60 , 'J •••3)Provide adequate drainage to prevent water ponding. �4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /1/// r v(' :\C"\\\\■'• 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 November 33,201f. t t 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 paramemers and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding . 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/1711 Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison,WI 53719. + 110882158 736710 T04 Hip Truss 2 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 15:31:31 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-pZ HkldrMy3pj?RkR3NzDwr8yVbZJy9SvgsHRoyDyFIA -24)-0 I 5-10-14 I 13-0-0 I 18-11-0 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 5 4.00 12 �. .� 2x4\\ 2x4 // n in 3 r ri- ,\i/Abbilib._.,• a a �1 2 r _ �i. a•7 8 a 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)- f2:0-4-0,Edgel,[7:0.4-0,Edgel,f10:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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) \\‘\1 1 I II 10///y/ Max Uplift 2=-415(LC 8),7—418(LC 9) \\‘\ \v5 S•�\ ,///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � J� �CEN$ �` '� TOP CHORD 2-3=-2513/1620,3-4=-2305/1541,4-5=-1771/1233,5-6=2286/1529,6-7=-2490/1605 ` F •, BOT CHORD 2-11=-1400/2323,10-11=963/1746,9-10=-965/1742,7-9=-1411/2297 WEBS 3-11=343/359,4-11=-356/536,5-9=343/518,6-9=-330/349 * / a 34869 '. NOTES- (8-10) _ -o j�j r� • 1)Unbalanced roof live loads have been considered for this design. -r1 . ` 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., /`r G • Cpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber �� STATE OF DOL=1.60 plate grip DOL=1.60 • 3)Provide adequate drainage to prevent water ponding. •-.FC ORIO N •-• G� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / SS1 ••-• • \\ 5)will fit between the been designed chord for a live otheofinernbers on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide // // �\• /k ' \� 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 ///1 1 I I 10\\ 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 November 30,201 c 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wth 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,deivery,erection and bracing.consult ANSI/TPI7 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. 110882160 736710 T06 Common Truss 4 1 • Job Reference(•.ptional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:35 2015 Page 1 ID:_8kMiDOg I CcvBYV7m4?iycCyToxk-hKEoa 7gMQ BZECctVgvSvOm?ni6yN F ku2gHgUaZyDyH6 I -2.0-0 I . 8-4-10 I 15-11-8 I 23-6-6 31-11-0 1 33.11-0 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 iG 3x6 % -- 306 4.00 12 2x4 4 6 2x4 /i N 3 � E? 7 tri \ ,. \ AH. . 4.a 2 \. B 'n 12 13 11 14 10 '- d • 3x4 3x8= = 4x6 = 3x4 = 3x6 = i 10-10-15 I 21-0-1 1 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y)— [2:0-4-0,EdgeL[8:0-4-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud 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) \\\\>,1 I I I I///// Max Uplift 2=-401(LC 8),8=405(LC 9) \\\J�\vs-S•K C /� 2.FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , �CEN$ .C. �� TOP CHORD 2-3=2434/1618,3-4=-2093/1417,4-5=2019/1436,5-6=-2009/1429,6-7=-2082/1411, \ E • \� BOT CHORD 2-12=-1389/2242,12-13=-805/1482,11-134-805!1482,11-14=-805/1482, - 10-14=-805/1482,8-10=1402/2223 • 34869 WEBS 5-10=-393/636,7-10=480/475,5-12=-403/649,3-12=-490/484 — -0 ,' � is ; cc NOTES- (7-9) l 1)Unbalanced roof live loads have been considered for this design. . „ . STATE OF L 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., - • GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ••-• .LORIOP .•'•�\ DOL=1.60 plate grip DOL=1.60 S(1 l�4 \\• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. // A 1 ` \" 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 ////O,V IA,'1,\\� will fit between the bottom chord and any other members,with BCDL=5.Opsf. 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 1 November 3p,201E 1 fI f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Dnve,Madison,col 53719. 736710 1T0 GABLE 4,' '•' 1 I 110882162 ■Job Reference(optional) Builders FirstSource, Jacksonville.F132244 7.640 s Oct 7 2015 MTek Industries.Inc. Mon Nov 30 15:31:41 2015 Page 1 ID:_BkMQOglCcvBYV7m4?iycCyToxk-WUb3gA17?1 JOwXCf1 AZJd 1 FwwX9pfX1wCDHpnDyDyHO -2-0-0 I _ I 15-11-8 31-11-0 { 2-0-0 15-11-8 15-11-8 Scale=1:55.9 2x4 H 4x6 2x4 II 2x4 I I 1 1 12 13 2x4 I I 2x4 II 10 " 14 2x4 II 5x8 %2x4 II 9 s, - 15 2x4 II 5x6 12 8 16 2x4 II 7 4.00 17 2x4 II 2x4 II 6 e� III 18 2x4 II 2x4 II 5 �' 19 2x4 II ,^5 2x4 II 4 20 2x4 II 3 7 L 21 : jilli I . ' 2 ■ionillill . • 11111 -1. I I iiiiiii 22 . 1 _._ „ „_,.,,...,......,....., , .„. i„.. ., :,.,_;... .., ....am�o�om��o�m.��a��a��om�am.��au��m��a��m�w��m�ri a 3x4 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 2x4 II 2x4 11 2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 2x4 H 2x4 II 5x6=2x4 II 2x4 II 2x4 11 2x4 1 1 2 x 4 II 2x4 II 2x4 1 1 2 x 4 II 2x4 I I I 31-11-0 I 31-11-0 Plate Offsets(X,V)- 17:0-3-0,0-3-01[17:0-3-0,0-3-01,132:0-3-0,0-3-01 LOADING (ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (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. (lb)- Max Horz 2=89(LC 12) 1 1 1 1 1 1! Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, \\\```1 C c� /,f//// 24,22 except 2=141(LC 8),23=110(LC 13) \\\ \1v?,J•4\• io 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, "\ J\' `LENS•••�� 26,25,24,22 except 2=253(LC 1),23=275(LC 24) , F . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * / a 34869 NOTES- (10-12) _ 13 �� /.\ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=24ft;Cat.II;Exp C;Encl., 73 ' - GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber 0 • .2LL/ DOL=1.60 plate grip DOL=1.60 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 •• .FLORID r- ••. 0 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. S(1 - \\ 4)Gable requires continuous bottom chord bearing. // 1 ` \ 5)Gable studs spaced at 1-4-0 oc. ////•f r Y1I ‘\ \\ 6)This truss has been designed for a 10.0 psi 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)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 November 3b,201E f 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.This design is based only tpon 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 braang to insure stability during construction is the responsbillity of the Julius Lee PE. erector. Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSUTPIM Quality Criteria,038-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110882164 736710 T1OG GABLE 1 1 Joe Referent jQp al) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:46 2015 Page 1 ID: 8 kMQOg ICcvBYV7m4?iycCyToxk-sSPyttpFgZyg015cpj8UK5yh_YroJoXfL V_aSQyDyGx -7-0-0 16-3-0_ I 2-0-0 16-3-0 Scale=1:38.8 2x4 I I 14 15 2x4 11 2x4 II 13 wl 5x6 2x4 II 12 10 11 •2x4 II 9 •wr 2x411 8 .� 2x4 II 7 wig 1 2X4 II 2X4 II 8 w r 4'00 12 3x4 2x4 II 5 r 6x8 II 4 � -3 2 fI� _�1 -''yd r r rte r r r r r i4feimamaicooloomr.om . . 4s mic..��ec45em7miommim:tf�■••eammismoc4smamosc4sazi 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x6 I I 2x4 I I 2 x 4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 II 3x6 = 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I • I 16-3-0 I 16-3-0 Plate Offsets(X,Y)— 110:0-3-0,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2014/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 purlins, except BOT CHORD 2x4 SP No.2 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 Max bearings \\\`,`\I1111111//// 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 \\"` \3S-J S.\ .,1�•V i 8) \CENS • Max Gray All reactions 250 Ile or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 � � F •,� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * . 34869 • TOP CHORD 2-3=-293/101,3-4=-301/114,4-5=-252/88 .... �� NOTES- (10-12) — '/�� _ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., "v y GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& 0 L/ MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 STATE OF 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �LORIOP -' �` � Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. S9/C) \� 3)Gable requires continuous bottom chord bearing. // A' Ti �� 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). //// • VIA`'` \ 5)Gable studs spaced at 1-4-0 oc. 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 November 32,201E 1 A r A WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Dnve.Madison,W 53719. 736710 T12 MONOPITCH TRUSS 12 I 110882766 2 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:51 2015 Page 1 ID: 8kMOOgICcvBYV7m4?ycCyToxk-DPCrxbtOe5az63zacGkfl8gciZNR_r10VniL7dyDyGs -2-0-0 5.6.3 10-8-13 I 16-3-0 2-0-0 5-6-3 5-2-11 5-6-3 2x4 I I Scale=1:40.6 6 ■ r 3x6 5x8 5 4 0: 4.00 I 12 11 3x4 3 ili • ,' 5x8 u,.IVP1:......_JIVljaill .■ ■Ir :ow. 1E1.4 el ; � 12 13 10 14 15 9 8 16 17 18 ll 7x8 II 8x10 = 6x8 8x10 =7 7x8 = I 5-6-3 I 10-8-13 I 16-3-0 I 5-6-3 5-2-11 5-6-3 Plate Offsets(X,Y)- [8:0-3-8,0-4-12],[9:0-2-10,0-0-0),[10:0.3-8,0-4-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defi Lid 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 puffins, except BOT CHORD 2x6 SP No.2'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 0011 111j/// REACTIONS. (lb/size) 7=4707/0-3-8 (min.0-2-12),11=4436/0-5-8 (min.0-2-10) \\\ ```` c� //� Max Horz 11=231(LC 4) \\\- \VS• S / /,� Max Uplift 7=1504(LC 8),11=1401(LC 4) ■ , 10ENS• �� F • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6669/1991,3-4=-4648/1371,4-5=-4576/1378,2-11=3467/1128 * a 34869 • BOT CHORD 11-12=509/998,12-13=-509/998,10.13=5091998,10-14=-2036/6269,14-15=-2036/6269, = — 9-15=2036/6269,8-9=-2036/6269,8-16=-1400/4384,16-17=1400/4384, _ -0 if/1\ 17-18=-1400/4384,7-18=-1400/4384 -�l ..... WEBS 3-10=-454/1431,3-8=-2136/721,5-8=-1443/4785,5-7=-5687/1815,2-10=-1592/5376 /" �� STATE OF NOTES- (9-11) -.- '• •• . .... 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: F(ORIO P �i\ Top chords Bottom connected asfcted aslfo lows:2 1 row at staggered at 0.88- oc.taggered at 0-9-0 oc. /ass/O N A1- .�\\\� Webs connected as follows:2x4-1 row at 0-9-0 oc. ////I 1 1 I I I \\ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);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 lb up at 40-0,1001 lb down and 311 lb up at 6-0-0,1001 lb down and 311 lb up at 8-0-0,1001 lb down and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 November 3D,201 c 9290Yelgiftile 2 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE h111-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 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 ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 CrOnofno Dive,Madison,WI 53719. 110882166 736710 712 MONOPITCH TRUSS 2 2 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Mon Nov 30 15:31:51 2015 Page 3 ID:_8kMQOgICcvBYV7m4?iycCyToxk-D PCrxbtOe5az63zacGkfl8gciZNR rlOV0iL7dyDyGS • LOAD CASE(S) Uniform Loads(plf) Vert:1-2=-14,2-6=-14,7-11=10 Concentrated Loads(Ib) Vert:9=-423(B)12=-423(B)13=-423(B)14=-423(B)15=-423(B)16=-423(B)17=-423(B)18=-423(B) • 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-6=-28,7-11=10 Horz:1-2=-21,2-6=-16 Concentrated Loads(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(B)16=179(B)17=179(B)18=179(B) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-6=-28,7-11=10 Horz:1-2=-21,2-6=16 Concentrated Loads(Ib) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-6=-38,7-11=10 Horz:1-2=-11,2-6=6 Concentrated Loads(Ib) Vert:9=179(B)12=179(B)13=179(B)14=179(B)15=179(B)16=179(B)17=179(B)18=179(B) 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-6=28,7-11=-6 Horz:1-2=-53,2-6=-36 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=268(B)14=-268(B)15=268(B)16=-268(B)17.-268(B)18=-268(B) 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-6=18,7-11=-6 Horz:1-2=-19,2-6=-27 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=-268(B)16=-268(B)17=268(B)18=268(B) 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-6=7,7-11=10 Horz:1-2=29,2-6=-21 Concentrated Loads(Ib) Vert:9=-264(B)12=-264(B)13=-264(B)14=264(B)15=-264(B)16=-264(B)17=-264(B)18=264(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-6=-2,7-11=-10 Horz:1-2=-19,2-6=-12 Concentrated Loads(Ib) Vert:9=-264(B)12=264(B)13=-264(B)14=-264(B)15=264(B)16=-264(B)17=-264(B)18=264(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-6=28,7-11=-6 Horz:1-2=-29,2-6=-36 Concentrated Loads(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(pit) Vert:1-2=7,2-6=14,7-11=-6 Horz:1-2=15,2-6=-23 Concentrated Loads(Ib) Vert:9=-266(B)12=-268(B)13=268(B)14=-268(B)15=-268(B)16=268(B)17=-268(B)18=-268(B) Continued on passe 4 I � f A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MrTek 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 dining construction is the responsbilliy 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 ANSVTPI1 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. .. .. r. r 110862167 736710 T13G GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc Mon Nov 30 15:31:53 2015 Page 1 ID:_8kMOOg ICcvBYV7 m4?rycCyToxk-9oKbLHueAighMN7yjh m76ZIy2MGVSzbhy5BRC WyDyGq I -2-p-0 1 . 8-2-8 I 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 = 2x4 II 2x4 II 7 8 9 2x4 11 2x4 II 2x4 II 6 •�• 10 2x4 II 2x4 I I 5 1 1 2 x 4 I I 2x4 II 4.00 12 3x4 .. 2x4 II iII15 13 Alfliiili w w w Irkr�rt>_r»mr�N N NItid N NI Fr A 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 II 2x4 11 2x4 I I 2x4 I I 2x4 II 2x4 I I 2x4 I I 3 x 6= 2x4 I I 2x4 11 2x4 I I 2x4 I I 2x4 11 2x4 11 I 16-5-0 16-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 Inc- 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, except BOT CHORD 2x4 SP No.2 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. (lb)- Max Horz 29=-23(LC 13) t))I I I I I//// Max Uplift 16lluplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), \\�\\\``� S ` /,/////// 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�V EN '\ �` FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-29=231/330,14-16=231/328 * / a 34869 • NOTES- (11-13) _ •0 /4 rl,,} W 1)Unbalanced roof live loads have been considered for this design. b /'7`"**..•• 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., CM" .: 4u "- 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 04•. STATE OF forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _-, 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 I L ORIO ' �� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. / �S1 \\ 4)Gable requires continuous bottom chord bearing. //// /O N t A \\\ 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///f/'I I I I I 1\ 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28, 22,20,19,18,17 except(t=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 November 30,201! I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. e Appicability 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 responsLillity of the Julius Lee PE. 1 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay 'i fabrication,quality control,storage,dekvery,erection and bracing,consult ANSVTPII Quality Cri•ria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ,• -, 110882169 736710 116 Common 16 1 Job Reference(optional/ Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 15:31:57 2015 Paw 1 . ID_8kMQOglCcvBYV7m4?iycCyToxk-2ZZ6Bex9ExK7q_OkyXr3HPweX VpOIwHtj9fLHyDyGm I -1-4-0 4-7-3 I 8-1-8 I 11-7-13 i 16-3-0 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:28.5 • 4x6= 3.00 F 4 2,4 •L' 2x4= 3 5 VV1 2 6 �— d1 ® Ml —� 1 Imo. 0 IMI B 7 0 3x6 = 3x8= 3x6= 3x6= I 8-1-8 I 16-3-0 I 8-1-8 8-1-8 Plate Offsets(X,Y)— [2:0-3-0,Edge],[6:0•3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/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 Incr YES WB 0.13 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 cc 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 Uplift 6=3848(LC)9),2=224(LC 8) `\\_"\\�\``S I ISIk////Z�/// A.FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,J�V}CENS�••4 . �� TOP CHORD 2-3=-1417/1005,3-0=1063/708,4-5=-1064/709,5-6=1462/1048 \` BOT CHORD 2-8=-932/1339,7-8=-978/1393,6-7=-97811393 - -- WEBS 4-8=-156/331,5-8=-430/403,3-8=-377/354 — * a 34869 - NOTES- (7-9) �� /. . ce 1)Unbalanced roof live loads have been considered for this design. _ 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., - GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber U • STATE OF ... 4,...: DOL=1.60 plate grip DOL=1.60 ..- •3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •�.••.FL ORIO P •• V\ 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 � SS1 •• ••Gv i �•and any other members. 5) will connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /'//v,/O NIA,.- \\\\`\ 6=148,2=224. 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 November 30,201E A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 BEFORE USE. Design valid for use only with Milek 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 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 ANSYTP11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio io Drive,Madison,W 53719. rr 110882171 736710 'T168 Common 2 1 I Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Mon Nov 30 15:32:00 2015 Page 1 ID:_8kM00glCcvBYV7m4?iycCyToxk-S8FFpg 1XsjhhS9lefOmv2Y62BRsb6f jagNJxcyDyGj I -1-4-0 I . 4-7-3 I 8-1-8 11-7-13 I 16-3-0 I 1-4-0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=128.5 4x6= 3.00 112 4-- 2x4 � 11 2x4 3 5 iV W1 1 71 I Mail 2 6 t-,3x8 = 9 8 O/ 0 3x6- 3x8= 7 3x8= I 8-1-8 I 10-2-12 I 16-3-0 8-1-8 2-1-4 6-0-4 Plate Offsets(X,Y)— (2:0-4-0,Edge],16:0-4-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft 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 Incr YES WB 0.13 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purtins. 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=537/0-38 (min.0-1-8),7=160/0-5-8 (min.0-1-8) Max Horz 2=38(LC 8) \\, I I t I I I J//// Max Uplift 6=-217(LC 9),2=-385(LC 8),7=-22(LC 13) \\\\s OS S K C/,� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,� TOP CHORD 2-3=-1194/1892,3-4=-792/1512,4-5=-792/1509,5-6=-1183/1782 -' ' \CENS '' BOT CHORD 2-9=-1802/1127,8-9=1802/1127,7-8=-1683/1116,6-7=1683/1116 WEBS 4-8=-544/203,5-8=-419/327,3-8=-418/451 * r a 34869 '• NOTES- (7-9) _ -D /./ r 1 1)Unbalanced roof live loads have been considered for this design. _IP 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions . �I L(/- 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. FL ORIO P G` 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 SS1 ! �� will fit between the bottom chord and any other members. "/ .c)..„ Av.0. /� Ti 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(t--Ib) ////O'VIU �\\ 6=217,2=385. 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 November 33,201E I ■ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with Mi rek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VN 53719. I CC%cp. zg n o n c W m D rn m'z ii 11111 z X D d w 73 al • °_ H D E. IR o cn c)�opv Z a. X m c 0-. I c C7 O 5. 5 D 0n n 3 m j N aC�G)(7�� °- m m ^�� Z g$f -1 m °-' O m -i CD -0 m o) w Dpo 0 Z ��,000) 0 ,-, 3 ca a Q-a m a 0 CD 4, nm n y °� N co D) ° o� 3 N D omfl-3n (n, Cr 0 (n n Cxv r mom, CD CD (n ° Cn �o �o Z 31 O 0 -0 0 , Q(p 7 CD N CD O O (1' 3 N N v 0 ,.,.G O O X C a N N n * yvm (uC= n C7 �° m on3 N < voo ° -1(o CD nZCA ,-m 5 CL 7a D D-Cnct, n aQ _ 0 CD CO W 0 � 0 aoO ° (D . ° o (D0)'< -I 7C ( 3 Q �0 ° m Ro' � m 73 cn (D N O O N �(S(n co (D v �, cn - CD 7 CD CA CO 1 n-O-+. O (D ,+ 7 7. 0 CD t1) n0 N (D O- N H n' a_. -Lll 3 O N n n(On = (On O (1 O N O'Q(D C) O Z °-) _�5ca). °inci* o5o Z (T 0. 3 0m o o m3 QO D (04 0 � � o � m(oN o3 -i m c - j C7 O (� N N CD 5'(n D- 4) 3 N (n x (n (n O Sty �. O _ no 0 0 m m 0 o 04' l ; o o n ° 5 c °w D<) Q n5 rn o`QfD o ° o m n) (°n x' ,,- n Z (u o.Z (D ° ' ° m (p = N O 7 p, C N O (D p 4' C O 7 -. 0_' 0 7 (A N O CD X w d --.(n Cr n (D c = N n ,O N fn _ m � to 7 (0 (0 z(.0m -0 z(7 -aac-- TOP CHORD `''mwU) n Po cm ixo w --XaT 0 3o mOZ O 'A -• m 0 co 7J m c-( O C CO CT C �(pn T o n A- :L1 (7 (n C wZw' "� rz 2m rn n co u) rQM- m' o n my M0 z 8 A O 0 r m�rnx N o m* -4Z Cr D CO 0 CD a,ca� m �m cm W CD m GI 17 > CPr- O pN a win 1l`G w N T Dm f N V/i 16 FL,'3, XI r" _3 w o -173 0 c, 7 m rn m m Cn u CO a 4.3 A° C7 2 co H N W F CO 0 mr •A ® CD o -1 ° @ P X XI m w � (5 O D 7 Xn . B y z- -, 73 n m kV X 2O 5 N M n m m px a p m TOP CHORD W co V ( N A W N T D O CO co V CT) N a W N -• >0 w d X v (D 0 j N O C o W y -1 y 3-r 5 ) 2 3() C C �' C -O QQ o 0 C) D)a 1' y z o'3 3_ -I a_ D N N CZ_nCD n< ° _'< m y o° o °» vim° and 3 aa, 3v ' m 7 Dm, e6 co oN.3 (°i' < ° a2 m as C (o g. (, 0 o 0 01 0 0 7 v, o o T Q �'m 0-o Q 3 (o' - w 2(S N (D 3 3•'0 5 x-m 3. N N o .. 01 y Sf 7 m < ' 3 2g 3 CD ( 3,Z m 7 m y o y < 7 7-o 0 m7 CD 3 (om a 7 g (,p Cl) vd .c,m m 3'D 7 D-' 2 y ° oC av -^_ SCD o m 0a m X n 2 m g [/��J i. O (D- C a 0- g S 7 n C (D O Q „X O y N 3 O N J( y C V'0) d (D .... �/ lD fD O 7 7 0 _a y (D y N y V (D S 7 V, DJ(D � Q �O p �O S 4,0 p p C �� 7 7 7 O m 0 y O (] a a y a`G D) (D n N 3 C C' 3 y N (D a "O y 7 - p p3 _,,i) Q (D -0 a 7 D) 7 N y g C N y N 0 2,7 (p N fD N 3 O y tD n y .lil a a_Q 0 O X, 0 m m mo m E- m o -5' m- m S 5o cr. a_'.� �< am =m ma7 ° yo O y� (D �3 Q = 7) O CD 0 7 Q m `m 7 m m 2 a d q O m '^ m o- m 7 (D 0�' 7 C m,0 `< 3 y (p D)(D _. S (O CT C - O Cy.. a= 7 7 C DI a 7(O.y. O (D L' N N ? j' _ 5 j lD N Q 3(' N y 0 0 (O O 61 2 d -O N °C T ='a O(O =O" COC z. 7 C O O S(D N N N f y N a y O C 7 a y n -(o °co O N (D S co"CO y 0(O j, 0 0 T ry c. (n G CD _.z y 5 C o— - y 7 j (D 0 0 3 d a N a m a O N a= C) CD(D 2 W(p- y a CC O ��/ (? o m m a T 0( v o y < 7 n S 2 a a E 2 a CD m3 3 ;...)0 .m S4 9., .0... ,o fl O.i N N 3 3 of ,< 0 m E m?.y c 7 mD-aCo„ m(70 0 n 0 co a,v 3 (7E; m m 3 m o to c, m F _ >m 0 •< O a N DO, m m m 03 f o N O su 2 <_ 0 om m a y CO o a y Zm m a a 7 7 v C _ 5 co(0 3 3 y co CD C , o m" m a o 'N o CCD °C D CD N„c d a 0 '<0 » d a `D c Q N N�, 7 O (D 7 O -p S'O G7 a G(S- d Z C y 7 O 40 Q(0 N Q y /� o (O a n a -O (D J C N N C-d j 0 (D U O _. D) SD .y-. (D d s..' d'< S] y C l l I O n a CC(O 1 7 N ^ d -7 O O O CD C < O -0 7 N 0 N N o 0 N DJ fD 0 W N 0, .. 7 < 7•(D (D N `o N F - D 7 C 23 2) N O- N y N N y. y N n g 7 N j D)O O ^ v� co co o m a 7 0 m a m C ii/ 7 C N 4,C a f Q S O 'O y 7_a '6 6) p, 7 -V .S Q 2 0) (D - 3 �(/T' cp CD (n 7 0 �. N x O N N 3 N 7 -00 O J 3 O S N C N a m y l' (n- CD 0 co F p f n 0O C y y co N N O y O 3 O O N _ (O/, 3. (D(D N on V a 7 0 y(D j 0 O y 0. 7 CD d N 7 CD < p, 3 (CC m fDC m ° m m(0 a y - ?� m a a o mo (() "CS y ° _ o < -3-'D y a ° 3 0 3 y a Z m r' CD U) FORTE JOB SUMMARY REPORT Job.4te 01:Level . Member Name Results Current Solution Comments BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Micro llam®LVL Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6,Design Engine:V6.1.1.5 BFS Job.4te (904)772-6100 garrett.bumgardner @bidr Com ! Page 1 of 2 • • tk F' RTE MEMBER REPORT Level,BM1 PASSED 2 piece(s)1 3/4"x 16" 1.9E Micro llam®LVL • Overall Length: 16 8 0 + + O o 1610 a El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual • Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5904 @ 0 2 0 9188(3.50") Passed(64%) — 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(Ibs) 4753 @ 1 7 8 13300 Passed(36%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-Ibs) 23625 @ 8 4 0 38893 Passed(61%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.277 @ 8 4 0 0.544 Passed(L/708) -- 1.0 D+1.0 Is(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.551 @ 8 4 0 0.817 Passed(L/356) -- 1.0 D+1.0 Is(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). • Bracing(Lu):Al compression edges(top and bottom)must be braced at 7 0 3 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Roof Total Accessories Live Live 1-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None 2-Column-SYP 3.50" 3.50" 2.25" 2937 333 2967 6237 None Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (nOn-x:1.25) Comments 1-Uniform(PSF) 0 0 0 to 16 8 0 1 0 0 12.0 40.0 - Residential-Living Areas 2-Uniform(PLF) 0 0 0 to 16 8 0 N/A 110.0 - WALL ABOVE 3-Uniform(PLF) 0 0 0 to 16 8 0 N/A 215.0 - 356.0 ROOF ABOVE Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6,Design Engine:V6.1.1.5 BFS Job.4te (904)772-6100 garrett bumgardner @bldr corn Page 2 of 2 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II= ® MiTek Industries,Chesterfield,MO Page 1 of 1 =0 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/ I-Brace must cover 90%of web length. ' ,==== aNote:This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size 2x4 or 2x6 or 2x8 Nail Size Nail Spacing for One Ply Truss 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 i Brace Size for Two-Ply Truss k Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace - 2x6 2x6 T-Brace 2x6 I-Brace WEB ... 2x8 2x8 T-Brace 2x8 I-Brace j k —k T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE ii •••••••0 \,W IIIIiiiii 4 OS ,J . ocENS .... '. Nails Section Detail * ' N 34869 ! T-Brace = 6/22 11 ' �� STATE OF • Web % FCORIDP Cj‘ '''4°NA-,�\ Nails 1109 COASTAL BAY Web 11 I-Brace BOYNTON BC, FL 33435 Nails • JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP I It I MiTek Industries,Chesterfield,MO Page 1 of 1 FV1 T1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER r 1 oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 1 1===== EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. /) L n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH L J( l 7 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. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DTHIS DETA IL D APPLICABLE ETAILS SHOWN THE N BELOW DIAM. SYP DF HF SPF SPF-S - 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 ILLUSTRATION PURPOSES ONLY to .162 108.8 99.6 86.4 84.5 73.8 CI z• .128 74.2 67.9 58.9 57.6 50.3 2, .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW j to .148 81.4 74.5 64.6 63.2 52.5 N 3 NAILS ri ,.� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. F FA 1 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 1 ANGLE MAY ' ANGLE MAY \ VARY FROM ANGLE MAY VARY FROM \ 30°TO 60° VARY FROM 30°TO 60° 30°TO60° " 45.00° \ 45.00° 45.00° I Ilqi � \ t 11/ /\ / /\ ,vs sic J . ocENS ' .„,• „ , ' ' =_11 •. , 34869\ .... 10 z. w.:: _O 6/22/11 ' 4,; STATE OF .: Z.::. % ••• ''OR10P ••• 0� i ,,//ONIAV. \\\. 1109 COASTAL BAY BOYNTON BC, FL 33435 I FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO II I ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E L�l MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. J oo CATEGORY II BUILDING 1 oo EXPOSURE B or C Dv I I I�0 ASCE 7-10 v/r U DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131'X 3.5'NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON IL INTERSECTION,WITH(2)ROWS OF 0.131'X 3"NAILS @ 4'O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: a� • �„ak 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I-��i�im®■I■®IUCq'� 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM Em ',',, PIGGYBACK SPAN OF 1211. ,' 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 WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ,"'= II I�I \ \ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On �� `\ _ \` PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ■\\,\I TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE `�.�I\� i� TRUSS MITEK DESIGN DRAWING. `I .0.41"1 .1 ...■-.7.,"/„7. '.. I \:, SCAB CONNECTION PER �� ` ��-�� NOTE D ABOVE / mot\ ; 1 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 1 1 II I ® MiTek Industries,Chesterfield,MO Page 2 of 2 =OD ALTERNATE DIAGONAL 24�BRACING TO THE BOTTOM CHORD . I= n ^ J HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. �vr (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. •, •' rim Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 i.r PI WITH TWO 16d FASTENED SE A TO FOUR FASTEN PURLIN I•�� TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace , ��. PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points ��. I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed I•k TO TRUSSES WITH(2)O 1 Od NAIILESN ATI EA HC END. �' .�- �I 5 ATTACH Od CO MON WIRE NAILS.BLOCKING WITH End Wall w--Rrz=111■11671- 7 :S.1 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. 11010 METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 1Od(.131"X 3")NAILS SPACED 6"0.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"0.C.(2X 4 STUDS MINIMUM) IMUM STUD LENGTHS ARE LISTED ON PAGE 1. \ ire. BRACING METHODS SHOWN ON PAGE 1 ARE gAILLXR ID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD TICAL STUDSOF THE STANDARD GABLE TRUS I. ► THE INTERIOR SIDE OF THE STRUCTURE. ►� AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPp T��QQ,,T�AE BOTTOM GABLE TRUSS biz_ PNEL�OIRS' NC��SHOWN_,� IN THIS DETAIL IS FOR THE VERTICAL/S�l`l1D$�C SY.S•K /,/ �s ,, — .' . ••�\CENSF• , — , NOTE:THIS DETAIL IS TO BE USED ONLY FOR I N 34869 STRUCTURAL GABLES W ITH INLAYED STUDS.TRUSSES WITHOUT INLAYED /11 il S cc , TUDS ARE NOT ADDRESSED HERE. • 0 3/29/12 STATE OF .•STANDARD I %GABLE TRUSS ■ 1109 COASTAL BAY BOYNTON BC, FL 334351 • TECHNICAL BULLETIN e'Ie V April 2010 • . 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 FACE 131 3'/z' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8.160 3-ply 1'/4" (51/4" Beam) TOP Ill 3'/2 720 1,435 2,155 2.870 1.020 2,040 3,060 4.080 FACE 3'/2' --- --- --- --- --- --- --- --- 31/z"+13/" (51/4" Beam) ' • TOP(4) 3W 720 1,435 2.155 2.870 1,020 2,040 3.060 4,080 3'/s"+13/4" FACE/ (5Y4" Beam) TOP 1 S 1,435 2,870 4.305 5.740 2,040 4,080 6,120 8,160 1 FACE(2) 6"15' 1,055 2,110 3.165 4,220 1,360 2,720 4,080 5,440 4-ply 11/4" (7" Beam) / . ' TOP(2) 6"151 705 1,405 2.110 2,810 905 1,815 2,720 3,625 1,915 3,825 5,740 7,655 2,720 5.440 8,160 10.880 ' FACE(3) 2-ply 13/4"+ 31/7" 6 2,110 4.220 6,325 8,435 2,720 5.440 8,160 10.880 (7" Beam) TOP(2) 3%" 640 1,275 1,915 2,550 905 1.815 2,720 3,625 ----- 6ii5" 705 1.405 2,110 2,810 905 1,815 2,720 3,625 2-ply 3'/2" i ' FACE! (7"Beam) l ' TOP 121 6 1,055 2,110 3,165 4,220 930 1.860 2,785 3,715 2-ply 11/4"+31/2" FACE! 6"`5' 1,055 2.110 3,165 4.220 1.360 2,720 4,080 5.440 (7" Beam) TOP 131 FACE141 6"`5j 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+31/7" _1 (7" Beam) ' ' 1 TOP141 6"(5i 705 1.405 2,110 2,810 905 1,815 2.720 3,625 5'/4" + 13/4" FACE/ (7" Beam) TOP 131 3'/1' 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 Parallamt'PSL and Microllam` LVL,but are not recommended for TimberStrandm LSL. Page 2 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com .�1Weyerhaeuser,!Level,Microllam.Parallam TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.U 2010 Weyerhaeuser NR Company.All rights reserved. • • TECHNICAL BULLETIN e"e V April2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS'2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3'/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"o maximum holes • Lead holes not required for wood screws ,r;v; Conc.Load Conc.Load ro co -Conc. Load Conc, Load a 6) L IF oN g 9'7,:7,,,.:,7; W Via,, 1 `EQ Vo. 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=7%"for 1/2"0 bolts d=9'h"for 1/2"0 bolts d= 11%"for 1/2"a bolts d=9%"for'A"a bolts d= 14"for'A"0 bolts d= 16"for'A"0 bolts Conc. Load Nailed Connection Detail C E a v p • • *STAGGER NAILS TO IM • • • 0 PREVENT SPLITTING • • 16d Sinker (typ) 11/2" I 1 �I`(+/9-"1°j (0. 148" x 3'/<") L6 Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern AWeyerhaeuser US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser.'Level.Mimollam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company All rights reserved. 1 • or • eV 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. 7-1 /\/ Brg. (Typ.) J L J L J L -I L J. L J L J I. • R Additional 3-13/4" x 14" Microllam' LVL Beam, Flush ' - Connection ` ___--_- Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r R 2- x 1®" Microllam® LVL 14" Floor Joists @ 24" o.c., Typ. roll Beam, Flush L — r — < 4'-0" < 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser 'Level.Microllam Parallam,TimberStrand and Trus Joist are recisterec tradema•ks aed Forte is a tradema'k of Weyerhaeuser NR.Q2010 Weyerhaeuser NR Company.All rights reserved `I! krierm. ... 1R TCrr• LJAIlf` A l D111 1 CT1A, ,113711 Forte MEMBER REPORT Level,Floor:Flush Beam sortw.re 1 • J 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam®LVL PASSED Overall Length 15' 0 I 0 i 1 - 15 _....... . All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual @ Location Allowed Result LDFIL system:Floor Member Reaction(Ibs) 759513 2 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 Cp 1'51/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25216 @ 4'11 7/8" 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 @ 7'1 718' 0.733 Passed(L/386) -- - Deflection criteria:LL(U360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(Ibs) Accessories Supports Bearing Bearing Bearing Dead I Floor f Roof I Snow 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 Width Dead Floor Live Roof Live Snow Comments (0.90) (1.00) (non-snow:125) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100.0 400.0 0.0 a 0 10 Four 2-Point(lb) 4' N/A 1000 4000 0 C Location Analysis Shear(Ibs) Moment(Ft-Ibs) Comments Actual/Allowed/LDF Actual/Allowed I LDF 1 -3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte*"Software Operator Job Notes 3/25/2010 9:02.21 AM 'Leveler Forte T"v1.1,Design Engine:V4.8.0.1 Page 1of1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w w Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved.