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141 OCEAN GATE DR - TRUSS JULIUS LEE PE. RE: 699491 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity-Beaches Project Name: 699491 Model: Quadplex Revised Lot/Block: . Subdivision: 141, 145, 149, 153 Ocean Gate Dr. Address: Atlantic Beach, Florida City: Duval State: Florida Name Address and License#of Structural Engineer of Re or d ,1If there is one, for the building. Name: Woodward, Elizabeth A., PE License Address: 9719 Heckscher Dr. State: Florida City: Jacksonville General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf . , D N Roof Load: 32.0 psf a , > 0 �v.1!v.s' w This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings.; 2 d.a A With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this;id�k Sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. ? a t Q This document processed per section 16G15-23.003 of the Florida Board of Professionals Rug 7 v In the event of changes from Builder or E.O.R. additional coversheets and drawn s tilt om this this coversheet.The latest approval dates supersede and replace the previous wwhg, . .0 ❑ Truss Name Date No. ;Seal# 'Truss Name Date W D` No. Seal# IL v a y 1 110369725 CJO4 8/18/015 18 110369742 F14 8/18/015 , z o c v• p 2 110369726 CJO5 18/18/015 19 1110369743 F15 8/18/015 �` A tg e y c. 3 110369727 CJO6 18/18/015 20 1110369744 F16 8/18/015 1 0 T N 1' °—'m t Z 4 110369728 EJ02 F17 8/18/015 8/18/015 21 1110369745 1 z E r°c o :2 c z 5 110369729 F01 18/18/015 22 1110369746 F18 8/18/015 1 ro" ro y 2,-.F: Q 6 110369730 F02 18/18/015 23 1110369747 F19 8/18/015 1 Q v° ` o■ ° R O 7 110369731 F03 8/18/015 24 1 110369748 F20 8/18/015 1 (Z! . c ti� c 8 110369732 1 F04 8/18/015 25 110369749 F21 8/18/015 1 L w . D:, 9 110369733 F05 8/18/015 26 110369750 F22 8/18/015 1 � 3 a E t o 4 10 110369734 F06 8/18/015 27 110369751 F23 8/18/015 I = c t 07,, , 11 110369735 F07 8/18/015 28 110369752 F24 8/18/015 I `. 0 •ze 12 110369736 F08 8/18/015 29 110369753 HJO2 8/18/015 1 �L c° 0 2 13 110369737 F09 18/18/015 30 110369754 T01 8/18/015 1 -c a o Q 14 110369738 F10 18/18/015 31 110369755 T02 8/18/015 1 > 4J 15 110369739 F11 1 8/18/015 32 110369756 T03 8/18/015 1 o � t= ,v O 16 110369740 F12 18/18/015 33 110369757 1T04 8/18/015 1 tir 17 110369741 F13 18/18/015 34 110369758 1 T05 8/18/015 1 vn 3 0 o &Q The truss drawing(s)referenced above have been prepared by MiTek \� S S ,� v K Industries, Inc. under my direct supervision based on the parameters ��` �,\ .•••.•. ••.. /� '% provided by Builders FirstSource(Jax). o , `\ �J'•. NSF .. frIC = * ' 0 34869 '•* Truss Design Engineer's Name: Julius Lee My license renewal date for the state of Florida is February 28,20 _ .. -' ii' / /1/,� `w(- NOTE:The seal on these drawings indicate acceptance of 000 %o' STATE OF professional engineering responsibility solely for the truss �_� •-.FCORIOP.•'• C� � components shown. The suitability and use of this component '�, S, • �� for any particular building is the responsibility of the building �'',f1ONAV- gust 18,2015 designer, per ANSI/TPI-1 Chapter 2. 1 of 4 Julius Lee ivu ,.uw „uw.tpu —.r .,., 110369725 599491 CJ04 Jack-Open Truss 8 1 Job Reference(optional) Builders FirslSource. Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:23 2015 Page 1 ID_BkMQOgICcvBYV7m4?iycCyTOXk-CHQ_RpxrT?D284phfS70WsLBsslvTg51?EoqxkymcgA I -2-0-0 1 1-0-0 I , 2-0-0 , t Scale=1:6.8 3 �I 4.00 12 2 A, s r; o 4■■1 ■2 3x4 = Plate Offsets(X.Y)— 12:0-1-6,Edoe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/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) Max Gray 2=264(LC 1),4=120(LC 8) \\\`r\1cI I I I I/I�!/!!! FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. /: $-\tat\ \v5,S'K. ///j/ NOTES- (7 9) \CENSF •.�� 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., = * * i GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions a 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. _ / ' CC _ 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 — T will fit between the bottom chord and any other members. /�+ 4) Refer to girder(s)for truss to truss connections. U • STATE OF •• tC/ 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 • ��\ •joint 4. •••.FCORIOP 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �v S1 \\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ////f Q N A1- \\\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /0/1111%\\ \\ 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 August-18,201: A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the 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 ANSUTPIl Quality Criteria,DSB-69 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. ..... •••••.•, /rte ..y ..1 110369727 399491 CJO6 IJack-Open Truss 8 1 Job Reference footionall Builders FiMSourtx, Jacksonville.Fl 32244 7.630 s Jul 9 2015 Minsk Industries,Inc. Tue Aug 18 12:29:24 2015 Page 1 I D:_8kMOOgICcvBYV7m4?iycCyToxk-hU_Mf9xTEJLNEOtD9eF34uM2G5XCHLBEuYNUBymcg9 ' i I 2-0.0 I 5 0-0 s r Scale=1:13.4 3 I ) 4.00 12 2 rd , 81 6 1 "2x4= 4 0-'1`2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=102/Mechanical,2=299/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-99(LC 12),2=-240(LC 8) Max Gray 3=102(LC 1),2=299(LC 1),4=72(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\`\\�\``S I S! ////I�// NOTES- (7-9) �\ J�V ••• �� i 1)Wind:ASCE 7-10;Vuft=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., \CENSF'•., c<\ - 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 r a 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2... -0 ,/,.', is .7".. will fit between the bottom chord and any other members. `-r t _ 4) Refer to girder(s)for truss to truss connections. /� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 240 lb uplift at �� • STATE OF �/ joint 2. 6) 'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' F[pR10 P C.1 •‘' 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any vsl �\ particular building is the responsibility of the building designer per ANSI WI 1 as referenced by the building code. /// �Q t�' t \\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ////f V i 1 1`, \\\ 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard august-48,201: A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 fty Information fabrication.quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beal.BAa 33435 Safety Information available from Truss Plate ctionule,583 D'Onofrio Drive.Madison,MA 53719. •v.r �....w ..uw.�t.v ,,r 110369729 399491 F01 GABLE 4 1 'Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:26 2015 Page 1 ID_8kMOOgICcvBYV7m4?iycCyTOxk-d5664rzjmwbd?YYGKagj8VZIZ3g8gBHThC1 UY3ymcg7 0-1138 Ofie • a 1 Scale=1:33.0 353 = 3x3 = 1 2 3 4 5 6 7 8 T� 9 10 11 12 13 14 15 16 d 1� 34 c 3V SY Y Y `Y' Si Simi Si SY SY�Y�Y�i ii ...��Y-Y�.�r-Y■r-•��uLaaaaaaaaar�aa��u _ 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x3 = 3x3= 3x3= I 1-6-12 12-10-12 1 4-2-12 I 5-6-12 16-10-12 8-2-12 } 9-6-12 110-10-12 I 12-2-12 I 13.6.12 114-10-12 I 16-2-12 1 17-6-12 18-2-19 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 (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr 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, 19 \\�```111IOII/!�1//7/ FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. N\ \)\,�VV S... ••%. ,/0 NOTES- (7-9) tiCENSF • . .. 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 34869 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). . 4)Gable studs spaced at 1-4-0 oc. ! 0,11* .' ' Et 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ 6) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t STATE OF • I/ 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. ••••F(OR10 P .• 0i N. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / SSl �• 9) Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ////v/0 N AV• N\\ LOAD CASE(S) Standard ' 1/011110\\ \ August48,201 E • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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,deWery,erection and bracing,consult ANSUTPII Duality Criteria,DS8-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotno Drive,Madison,WI 53719. ..... I".f ,f 110369731 399491 F03 Floor Truss 12 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Aug 18 12:29:28 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-ZFEsVX_HXrLErhfS?iBDw3wmt118 Jm8WNfidyymcg5 0-1-8 H i 1-34 :‘ I 1-9-0 I I 1-8-0 I Soale=1:33.5 4x4 = 1.5x3 = 1.5x3 I I 5 4= 4x4 = 1.5x3 I I 1.5x3 II 1.5x3 = 1 2 3 4 5 T6 7 8 9 10a` 11 9246 d• ���\_I,\ lltpppi` '.._• \—iii 25 Y ti� Y • . ►; 22 21 20 „ 18 17 16 15 14 13 1.54 I I 4x4= 3 x 4= 1.5x3 I I 3x6= 4x4= 6-1-8 3 I 19-9-8 6-1-8 13-8-0 Plate Offsets(X.Y)- f11:0-1-8.Edoel.117:0-1-8,Edoel I LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.24 15-16 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:105 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS. (lb/size) 23=328/0-5-4 (min.0-1-8),12=740/0-3-4 (min.0-1-8),19=1069/0-3-8 (min.0-1-8) Max Gray 23=356(LC 3),12=745(LC 7),19=1079(LC 8) \\01IIII(Jo FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ `` /c // 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�,• . ''•• / /// 3-4=-483/0,4-5=765/0,5-6=-1931/0,6-7=-1931/0,7-8=-2152/0,8-9=-2152/0, \\ 10ENS i� 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, ` * • * .- 13-14=0/1369 r a 34869 WEBS 4-19=-1072/0,1-22=0/357,4-20=0/460,2-22=275/32,11-13=0/944,10-13=-885/0, 10-14=0/457,9.14=-435/0,7-15=111/404,418=0/890,5-18=-921/0,5-17=0/785, _ -0 ,�,_� r1\ ; x 6-17=-339/0 j-r1 —_. NOTES- (6-8) 0 • 1) Unbalanced floor live loads have been considered for this design. STATE OF \� 2)All plates are 3x3 MT20 unless otherwise indicated. . ••, ..L ORiD P' •• C� �\ 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. vsl `� �� 4) Recommend 2x6 strop backs,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. /// NIA`-1\ 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 August 1.8,201: s f 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery.erection and bracing,consult ANSVTPIl Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onoftio Drive.Madison,1M 53719. " ' "°°" ..y .t 110369733 399491 F05 (Floor Truss 6 1 R- -r-1 . •kn.! Builders FirstSource. Jacksonville.Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:29 2015 Page 1 ID_8kMQOglCcvBYV7m4?iyCCyToxk-1 RoFis?c2rzCs?Gr?iEQm7b5JHebtOJWNAF89Oymcg4 0-1-8 • H i 13-0 . 1 0.F 6-0� 1 1-11-0 I °1-11.8 Scale=1:26.9 4x4 = 4x4 = 1.5x3 = 3x4= 4x4 =1.5x3 II 383 = 1.5x3 I I 3x3= 3x4= 1.5x3= 1 2 3 4 T� 6 7 8 9 ■j g19-ii w Y �. ,I 4 4 8 r - n 17 16 15 14 13 12 11 0. 3x3= 4x6= 3x4 = 454 = 1.5x3 I I 3x6 = 3x4= 4x6 = 3x3= 15-11-8 1 { 15-11-8 Plate Offsets(X,Y)— f1:Edge.0-1-8J.(9:0-1-8.Edael.115:0-1-8.Edeel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) 1/defl Ud 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 Ina 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, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=858/0-3-4 (min.0-1-8),10=858/0-3-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,011111/0 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, \\\\ ``C S` ///��/ 5-6=-2733/0,6-7=-2733/0,7-8=-2060/0,8-9=-859/0 \ V 7 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 ,\,. �CEN$ `� WEBS 9-11=0/1108,8-11=-1048/0,8-12=0/622,7-12=-592/0,7-13=0/336,5-13=369/249,1-17=0/1113,2-17=-1041/0, F - 2-16=0/608,3-16=-630/0,3-15=0/677,4-15=-411/0 . * * i NOTES- (4-6) .... w a 34869 1) Unbalanced floor live loads have been considered for this design. _ -0 ././ to 1Y 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'A _ 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. STATE OF Z 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. is •.F'L ORICl C� 6)Truss Design Engineer Julius Lee,PE:Florida P.E.License o.34869: ddresls:e1109Coastal Bay Blvd.Boynton Beach,FL 33435 �'/,SAO N A1- \\\ \\\\ LOAD CASE(S) Standard ////I I I I 1 1 \\ August48,201 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only v ith 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 responsibillily of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VVI 53719. 110369735 599491 F07 Floor Truss 2 1 Job Reference(ootional) Builders FirslSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:31 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyTOxk-zgv?N1 saSEw5JQE77GurYhUT4O8LHUCItIkFDHymc92 0-1-8 H•I 1-3-0 1 -0 11 110-8 I aSCale=1:34.1 1.5x3 = 7x8 II 4 4x6 II 2x6 II 3x6 II 4x6 II 4x6 II 2x6 II 5x6 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 T ,1 11\ /� = II 1� M %11.i ,....,, iw.,Amk.,Aa. .0,4. .i. - .,....7.,.....„.......,. 6 in- P14 1.4 a 21 20 19 18 17 16 15 14 13 6x10 MT18H= 5 x 6 11 4x6 I I 2x6 I I 2x6 11 19-9-8 19-9-8 Plate Offsets(X,Y)— [1:0-1-8.0-0.81,16:0-3-0,Edge],j7:0-3-0.Edael.111:0-1-8.Edge1,111:0-1-8,0-0-81.[16:0-3-0.0-0-01.117:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.28 17-18 >850 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.43 17-18 >539 240 MT18H 244/190 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:162 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=2023/0-5-4 (min.0-1-8),12=1306/0-3-4 (min.0-1-8) FORCES.TOP CHORD Max.22-2016/0,11-12=-1300/0,n 11-2=-2430/0,1- 2-23=-5888/0,3-23=-5888/0,3 4=-6948/0, \\\ 1 1 I I I I I I`!//// 4-5=-6948/0,5-6=-6917/0,6-7=6579/0,7-8=5556/0,8-9=-5556/0,9-10=-3850/0, \\_\` \'JS,S.k ////• 10-11=1463/0 ∎\ J\' •\DENS •�A 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, F 14-15=0/4811,13-14=0/2852 ` •* • * -- WEBS 11-13=0/1878,10-13=1804/0,10-14=0/1322,9-14=1272/0,9-15=0/966,7-15=-1580/0, i a 34869 7-16=0/453,1-21=0/3120,2-21=3005/0,2-20=0/1515,3-20=-1512/0,3-19=-313/0, r 4-19=0/324,5-19=-257/0,5-18=-543/0,6-18=0/926,6-17=-627/0 _ --0t �`I / _ NOTES- (8-10) r i _. 1) Unbalanced floor live loads have been considered for this design. - ,A STATE OF • �� 2)All plates are MT20 plates unless otherwise indicated. \�\• 3)All plates are 6x8 MT20 unless otherwise indicated. r FL OR(O ' �� 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /,SC1 •• J \\ 5) RRecommend end 2x6 6e strongbacks,on walls t their spaced at 10- -0r roc wined by eotd to each achs�ss with 3-10d(0.131"X 3")nails. /////tQ NlA1— \\\� 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(lb) Vert:23=-1179(F) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 August-143,201: 1 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,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 O'Onofrio Drive,Madison,WI 53719. T99.491 .,. 110369736 Floor Truss 2 1 Job Reference(ptionap e,FI 32244 7.630 s Jul 9 2015 MTek Industries,Inc.Tue Aug 18 12:29:32 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-SOTNKu2ULmMn1T?Qhm7OmDc9Ui84rtwM37UOmjymcg1 13.0 I I 1-2-12 "r-T• 1.5x3 = Scale=1:11.5 6x8 = 2x6 II 3x6 II 4x6 II 10 I 2. 3 11 I 12 4 y1 11 rT 1141 _ Ai; 4 ' � v II -- �%1.5x3 II 4x6= ,8 7 6 4* 4x6= _I 4x4 = 4-1-4 I 5-7-4 4-1-4 1-6-0 , Plate Offsets(X,Y)— [2:0-3-0.Edge1,r4:0-1-8.0-0-81,14:0-3-0,Edgel,[5:Edge.0-1-81.r8:0-1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.07 6-7 >940 240 BCLL 0.0 Rep Stress lncr 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 puffins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1279/Mechanical,5=1574/0-7-4 (min.0-1-8) Max Gray 9=1279(LC 1),5=1576(LC 4) \\\1)tlIfr/// . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �x\ /// 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 \\� ��vs.S K. ///� BOT CHORD 7-8=0/1567,6-7=0/1567 �� J `LENS 1■WEBS 4-6=0/1131,1-8=0/2040,3-6=-916/0,2-8=-1117/0 F 1 NOTES- (8-11) * a 34869 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s)for truss to truss connections. _ /,I, r ' fy 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `N _ 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. — .� . STATE OF 5)CAUTION,Do not erect truss backwards. . � \ 6) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)832 lb down at 1-1-8,and 832 ' •••,Pi ORIOP •' t� � 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 / S G \\ others. / \ / 1�1 A � 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / /7//O'V I~�\\\\\\ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Concentrated Loads(Ib) Vert:10=752(B)11=-752(B)12=-752(B) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=-10,1-4=-100 Continued on.a.e 2 ---- 8,201! 1 I A WARNING-Verity 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 responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/7PII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Infomution available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. ..... ,....... ........,�r.. ..y ,.� 110369737 599491 F09 Floor Truss 2 1 1 Job Referenpe(optional) Builders FirstSource, Jacksonvile,F132244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:32 2015 Page 1 I D:_8kMQOg I CcvBYV7m4?iycCyToxk-SOTN Ku 2ULmMnJT?Qhm70 mDhoU m84sIM37Uomjy mcg 1 0-1-8 I—i, I 1-3-0 I I 1-9-4 I ' Scale=1:11.6 3x3 = 1 3x3 = 21.5x3 II 3 3x3 = 4 10 , I1 _ 11 Ss • 1.5x3 = 1.5x3 - BL1 4 Y 1.5x3 11 3x3= A 8 7 6 3x3= 3x3 = 3x3 = 4-'- 6-3.4 I 4-g.4 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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 BOLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=325/0-5-4 (min.0-1-8),5=325/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP OT CHORD 9-10=-353/0, 8=0/390/6 7==0/390 1-10=-352/0,5-11=-328/0,4-11=-328/0,1-2=-390/0,2-3=-390/0 \\\ 1 1 1 1 1 1,i////, WEBS 46=0/307,1-8=0/495 \\ \J 7 �7 {+a /// NOTES- (4-6) \CENSF •�� - i 1) Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — * a 34869 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ . Strongbacks to be attached to walls at their outer ends or restrained by other means. _ / / r _ 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any ` 4.. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. -- 5) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. .- STATE OF .6)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 •. FLORIOP ••• �` - LOAD CASE(S) Standard //s\37 �\\\� August-48,201: ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilkty of the Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSViPl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison,WI 53719. -'-= ,,...... ,t,-.- 110369739 599491 F11 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:34 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-OPb8Ia31tNCUym9ooGgbTBJ01106YdVfxRzvgcymcg? 0-1-8 H I 14-ID --I I 1-7-12 I a $� Scale=1:27.0 1.5x3 = 1.5x3= 4x6 I I 3x6 I I 3x6 I I 2x6 I I 2x6 I I 4x6 I I 4 4 6x10= 2x6 I I 2x6 I I 3x6 I I 1 2 3 4 5 6 7 8 9 10 V TLD a T its. T A!1�, 1.1.1,51! Ijr I W Weilli _ - AliMikWilalla . 1_ r � e 14 19 18 17 16 15 .6 13 12 6 3x3= 4x4= 3x3= 3x3= 3x3 = 5x8 = 3x3 I I 3x4 = 3x3 = 3x3 = 12-3-4 16-0-4 I I { 12-3-4 3-9.0 Plate Offsets(X.Y)— 11:0-1-8.0-0-81[4:0-3-0.Ednel.15:0-3.0.0-0-01.18:0-3-0.Edgel.[9:0-3-0.0-0-01 f10:0-1-8.0-0-81,113:0-1-8.Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:108 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 20=687/0-3-0 (min.0-1-8),11=-145/0-3-4 (min.0-1-8),14=2054/0-3-8 (min.0-1-8) Max Uplift 11=287(LC 3) Max Gray 20=690(LC 10),14=2054(LC 1) \\�a,011` Ic1 I/i///,// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\��V S, v.r\ / ///� 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, ■ (LENS `� �' 5-6=-1788/0,6-21=-388/0,21-22=-388/0,7-22=-388/0,7-8=0/515,8-9=0/515, 9-10=0/514 = •* •••• * i 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, • 34869 — 12-13=-515/0 WEBS 7-14=-2043/0,1-19=0/897,2-19=-815/0,2-18=0/395,3-18=340/0,3-17=-126/260, _ -o ,I a ri\ : ct 7-15=0/1656,6-15=-1568/0,6-16=-261/340,10-12=-654/0,9-12=0/318,7-13=0/633, _ 8-13=-292/0 NOTES- (8-10) ,f1� • STATE OF ••'`��� 1) Unbalanced floor live loads have been considered for this design. ' -c� '•.FL ORIO P •'\ � 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 lb uplift at joint 11. ////—� 1 •• \ \ 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. y/, V I�L((\\\ Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)734 lb down at 10-3-4,and 287 lb down at 11-5-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=-10,1-10=-100 Concentrated Loads(lb) Vert:21=-654(B)22=-207(B) Continued on page 2 August 1'8,201: t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'0nofrio Drive,Madison,WI 53719. 110369740 599491 F12 (Floor Truss 4 1 ff l Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc.Tue Aug 18 12:29:34 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-OPb81a3IINcUym9ooGgbTBJ?RIJhYl1 fXRzvqcymcg? 0-1-8 H•I 1.3.0 I i 2-0-0 I Scale=1:17.0 1.5x3 = 3x3 = 3x3 = 3x4= 1 3x4 = 2 3 4 3x3= 5 T4 i ,' Ell ■ 111.1 N., . We Illpl — : /AI IA 11 10 9 8 7 6 3x4 = 3x3 = 1.5x3 II 1.5x3 II 3x4 = 3x3= 1.5x3 II 10-1-8 I I 10-1-8 Plate Offsets fX.Y)— 15:0-1-8.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.12 9-10 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.18 9-10 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:52 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 12=540/0-3-0 (min.0-1-8),6=547/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\1 I l I I// 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 �\ ``■c S./1-1///o// BOT CHORD 10-11=0/942,9-10=0/1036,8-9=0/1036,7-8=0/1036 \�__`` V J WEBS 5-7=0/644,4-7=-763/0,1-11=0/644,2-11=-613/0 �� ,V\ \CENS ..C,� NOTES- (7-10) 1) Unbalanced floor live loads have been considered for this design. " * e 34869 ' 2) Refer to girder(s)for truss to truss connections. _ — 3) Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. _ /'./ r� ; cz 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - / 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. % '� STATE OF 6)CAUTION,Do not erect truss backwards. "S. •7)This manufactured product is designed as an individual building component. The suitability and use of this component for any FC GRID N. G particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / SS1 .• �\, 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / �i \� 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // \\ /, ONgL � 10) Use Simpson THA422 to attach Truss to Carrying member ///III 1\\\ LOAD CASE(S) Standard .e-- 8,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSUTPI1 Quality Criteria,DSB-89 and BCS11 Building Component ! Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. 'V� �VV ........•yHy y ,y 110369741 599491 F13 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:35 2015 Page 2 I D:_8 kMQOg I CcvBYV7 m4?iycCyToxk-sb9 Wzw4 Neh kLawk?MzLg0Or9ihiTH4g o15iTM2ymcg_ 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(lb) 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=-267(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) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabncabon,quality control,storage,dekvery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madsen,WI 53719. ..,. •,, 110369743 399491 F15 Floor Truss 6 1 . Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:36 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-KnjuAG5?P?sCB4JBwgs3YcOO854bOdGy_ISOuUymcfz • 0-1-8 H•I 1-3-0 1 I 1.6-0 I Scale=1:20.4 3x4= 1.5x3 = 3x3= 3x3 = 34• 3x4= 1 2 3 43x3 = 5 6 - Ti Y 5 �l Q :0 Y I. 13 12 11 10 9 8 7 3x3= 4x4= 34 = 1.5x3 II 1.5x3 II 34 = 4x4= 1.5x3 II 1.6.0 1 4-0-0 I 8-3-0 I 10.9.0 1 12-1-8 1-6-0 2.6-0 4-3-0 2-6-0 1.4-8 Plate Offsets(X.Y)— f6:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.07 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress'nor YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:631b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=650/0-3-0 (min.0-1-8),7=657/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\,\1 1 1 I 1 l///// TOP CHORD 14-15=646/0,1-15=-645/0,6-7=-651/0,1-2=-625/0,2-3=1397/0,3-4=1614/0,45=1385/0,5-6=598/0 \ a`c /� / BOT CHORD 12-13=0/1166,11-12=0/1614,10-11=0/1614,9-10=0/1614,8-9=0/1146 \\\ 3 •.'!l• / ��0j 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 �N \' C• NOTES- (6-9) .... • .... 6-9) '� 1) Unbalanced floor live loads have been considered for this design. * . 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. _ -o /,/ is : ct 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. `T _ Strongbacks to be attached to walls at their outer ends or restrained by other means. /�+ 5) CAUTION,Do not erect truss backwards. �� • STATE OF I/ 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. r ••.AlOR1O N . '• G . 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. � v S1 •• ! \\ 8) Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �/ 1 T\ \ 9) Use Simpson THA422 to attach Truss to Carrying member /// \\ \ �� ()N AV- \� // 11111+ LOAD CASE(S) Standard August-18,201( ■ ! ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANS0P11 Quality Criteria,DSB-89 and BCSI1 Building component Boynton Beach.FL 33435 Safety Information available from Truss Plate Instibne,583 CrOnolno Drive,Madison,WI 53719. •vim ,,......•7M� 1°.r •,r 110369744 399491 •F16 Floor Truss '..2 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:37 2015 Page 2 ID:_8kMQO91CcvBYV7m4?iycCyToxk-o_HGNb5dAl_3pEtNTON I5pW StVQJI1 V5DPBZQxymcfy LOAD CASE(S) Uniform Loads(pit) Vert:9-17=10,1-5=100,5-8=-20 Concentrated Loads(Ib) Vert 18=-1031(F) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-4=-20,4-8=-100 Concentrated Loads(Ib) Vert:18=-951(F) 5) 3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) 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(pit) Vert:9-17=10,1-4=-20,4-8=-100 Concentrated Loads(Ib) Vert:18=-951(F) 4 • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 • • Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.W 53719. ,.... .,...... �r.. t ,•� I4, 110369746 599491 1F18 GABLE I1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:38 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-GAgebx6Fxc6wROSa15uXd1 TpXwryUdGES3x7yNymcfx 8 Scale=1:26.9 3x3 = 3x3= 1 2 3 4 5 6 T7 8 9 10 11 12 13 o e s 0 0 0 0 e a o e : 'a\ 28 "' STI St STI ST1 ST1 Sil STI STT STI ST1 / = q �� �e o 0 0 o B10 o o o e� 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 14-7-8 16-2-4 1-6-12 1-4-0 1-4-0 I 1-4-0 I 1-4-0 ! 1-4-0 I 1-4-0 I 1-4-0 ) I I I 1-4-0 1-4-0 1-0-12 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:76 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-2-4. (lb)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 \\\\111I111//// FORCES. (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. \\\\\ \\ S S•{c / /0 j NOTES- (7-9) J •\L ENS �(�,i 1)All plates are 1.5x3 MT20 unless otherwise indicated. F -'. ` i 2) Gable requires continuous bottom chord bearing. ` * • * - 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). / . 34869 4) Gable studs spaced at 1-4-0 oc. _ - 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ -o /./ r.� fy 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 -- U STATE OF S particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••• •• . . 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. r '•. '(ORIO P' ••• C? \� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // 19/ �� \\ /�'AV \\ LOAD CASE(S) Standard //// ilil r V I I I \\\\ August-ti8,201; • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent!racing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive,Madison.WI 53719. I • •.... ,,..w ..vw.�y.. ."., ,.r 110369748 399491 F20 GABLE 1 1 Job Reference(optional) • Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Aug 18 12:29:39 2015 Page 1 ID:_8kMOOgICcvBYV7m4?iycCyToxk-kMOl oH7tiwEn3Yl mbpPmAEO_HJFBD4VOgjggUpymcfw . 01f8 O1148 - Scale=1:27.2 3x3 = 3x3= 1 2 3 4 5 6 71 8 9 10 11 12 13 o al o e d e o e y o 411114h4osie wz g�i Sil ST1 ST1 ST1 ST1 ST ST1 -j �i I o Iii • o o PI U u lal 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 l 1-4-0 + 1-4-0 l 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 I 1-2-12 j 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:77 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:25-26,14-15. REACTIONS. All bearings 16-4-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 001IIll!/1/ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\_�`�\ , S.� / ///// NOTES- (7-9) ice` J V\LENS 1 �,(��- 1)All plates are 1.5x3 MT20 unless otherwise indicated. F - - 2) Gable requires continuous bottom chord bearing. -. * • * .. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). / a 34869 4) Gable studs spaced at 1-4-0 oc. _ r 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ "3 7,1 / ; Et 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 -• t STATE OF I/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. �!..0..R.1.0.. . �i � 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �/SS1/P. �C,1\\\ LOADCASE(S) Standard // \ \ // N A1- \\ �,, IIII1\\ —August48,201; 8 ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSIRPII Quality CAteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute,583 D'Onofno Drive.Madison.WI 53719: 110369749 399491 F21 Floor Truss 2 1 • Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:40 2015 Page 2 ID:_8kMQOglCcvBYV7m4?iycCyToxk-DZyPOd8VTDMeghcy9Ww?jSY?1 iQSyN4XvNQD1 Fymcfv 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(pif) 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(Of) Vert:5-9• 10,1-2=-20,2-4=-100 Concentrated Loads(Ib) Vert 10=-447(F)11=-447(F) II• • t t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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 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 ANSIFTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. �.... ,,...... ..,......tr.. ..y ,,t 110369750 599491 F22 Floor Truss 2 1 Job Reference(Option • Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:41 2015 Page 2 ID:_8kMQOglCcvBYV7m4?iycCyToxk-hl WnDz88EXUVIrB9iESEFf5Bo6kxhmnh8 f 9nZiymcfu 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(Ib) Vert 3=-557(F)10=168(B)11=557(F)12=-557(F) 5) 3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-9=10,1-3=100,3-4=-20 Concentrated Loads(Ib) Vert:3=-637(F)10=-88(B)11=557(F)12=-637(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 5-9=10,1-2=-20,2-4=-100 Concentrated Loads(Ib) Vert:3=-557(F)10=-168(B)11=557(F)12=-557(F) • • • I t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB 89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,MA 53719. ..... .,......,fry ..,� ,,f I 110369752 399491 I F24 Floor Truss 2 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:41 2015 Page 1 ID:_8kMQOgICc uBYV7m4?iycCyToxk-hlWnDz88EXUVIIB9iESEFf5Dk6r6hwAh819nZiymcfu I 13-0 I I 1-5-8 I 3x3 = Scale=1:10.8 1 3x3= 2 1.54 II 3 3x3 = 4 Ti • e • 9 W7 1M1 W2 4 �r 1.5x3 II 3x3= Z 9 8 7 6 5 3x3 = 1.5x3 II 1.54 II I 4.4.0 f 5-8-8 I 4-4-0 1-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 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'nor YES WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:31 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=307/Mechanical,5=307/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=333/0,4-5=-310/0,1-2=-341/0,2-3=-341/0 \\\\\I I I I 1 1,i,�/ BOT CHORD 7-8=0/341,6-7=0/341 \ `,c p /� /� WEBS 4-6=0/282,1-8=0/454 �\\\` �V?•J'!\. �,.•V i, NOTES- (5-7) tiCENSF '�� 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s)for truss to truss connections. — * / a 34869 ' 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ �� 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ - J,, ; rt Strongbacks to be attached to walls at their outer ends or restrained by other means. _ 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. % �� STATE OF �/ 6) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �` 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 FL ORIO P. (j � c1 \\ \ LOAD CASE(S) Standard ////V iQ.•A` \\`\\ 1/1111111��\ August 48,201: • ® WARNING•Verify 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 Wulity Criteria.DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 Innofno Drive.Madison,WI 53719. 110369753 399491 11J02 JACK-PARTIAL TRUSS 4 Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Aug 18 12:29:43 2015 Page 2 I D:_8kMQOgICcvBWlm4?iycCyToxk-d8eXefA018kDX9LXgfUiK4AWdwU59r3_bLeueaymcfs 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(Ib) Vert 8=25(F-12,B-12)9-13(F--7,B=-7)10=68(F=34,B=34)11=1(F=1,B=1)12=-59(F=-29,B=-29) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=60,2-4=43,2-5=-6 Horz:1-2=-69,2-4=-52 Concentrated Loads(Ib) Vert 8=-51(F=26,B=-26)9=75(F=38,B=38)10=-6(F=-3,B=3)11=0(F=0,B=0)12=12(F=-6,B=-6) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=17,2-4=25,2-5=-6 Horz:1-2=-26,2-4=33 Concentrated Loads(Ib) Vert:8=2(F=1,B=1)9=128(F=64,B=64)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=30,2-4=23,2-5=-10 Horz:1-2=-44,2-4=-37 Concentrated Loads(Ib) Vert:8=7(F=3,B=3)9=133(F=67,B=67)10=5(F=3,B=3)11=12(F=6,B=6)12=-0(F=-0,B=-0) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=12,2-4=4,2-5=-10 Horz:1-2=-26,2-4=-18 Concentrated Loads(Ib) Vert:8=60(F=30,B=30)9=186(F=93,B=93)10=5(F=3,B=3)11=12(F=6,B=6)12=-0(F=-0,B=-0) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-51(F=-26,B=-26)9=75(F=38,B=38)10=-6(F=-3,B=3)11=0(F=0,B=0)12=12(F=-6,B=-6) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(Ib) Vert:8=12(F=6,B=6)9=139(F=69,B=69)10=-6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-51(F=-26,B=-26)9=75(F=38,B=38)10=6(F=-3,B=-3)11=0(F=0,B=0)12=-12(F=-6,B=-6) • 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-29 Concentrated Loads(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=-0,8=-0) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-4=-14,2-5=10 Concentrated Loads(Ib) Vert:8=25(F=12,B=12)9=-13(F=7,B=-7)10=68(F=34,B=34)11=0(F=0,B=0)12=-20(F=-10,B=-10) Continued on page 3 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPI1 quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onohio Drive,Madison,W 53719. ..... ........ .,.......rr„ ..y ,.r 110369753 399491 HJ02 JACK-PARTIAL TRUSS 4 1 IJob�efer_ence(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:43 2015 Page 4 I D:_8 kMQOgi C cvB W/m4?iycCyToxk-d8eXefAO18kDX9LXgfU i K4AWdwU59r3_bLeueaymcfs LOAD CASE(S) Uniform Loads(plf) Vert:1-2=36,2-4=43,2-5=-6 Horz:1-2=-44,2-4=-52 Concentrated Loads(Ib) Vert:8=-140(F=-70,B=70)9=-135(F=-68,B=-66)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(plt) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=29 Concentrated Loads(Ib) Vert:8=-77(F=-36,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=-44,24=37 Concentrated Loads(Ib) Vert:8=-82(F=-41,B=-41)9=-77(F=-39,B=-39)10=-211(F=-105,B=-105)11=0(F=O,B=0)12=-20(F=10,B=10) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=8,2-4=0,2-5=-10 Horz:1-2=-22,2-4=-14 Concentrated Loads(Ib) Vert 8=-19(F=-9,B=9)9=14(F=7,B=7)10=-211(F=105,B=-105)11=0(F=0,B=0)12=-20(F=-10,B=-10) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-11,2-4=-16,2-5=10 Horz:1-2=-33,2-4=-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(lb) Vert:8=5(F=3,B=3)9=-62(F=-31,B=-31)10=-145(F=-73,B=-73)11=0(F=0,B=0)12=-20(F=-10,B=-10) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) 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 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 ANSVTPt1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison.yN 53719. ..... "...... . ,......�r.. ...� .� 110369754 399491 T01 Hip Truss 2 1 -n - •isr Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:45 2015 Page 2 ID: 8kMQOgICcvBW7m4?iycCyToxk-ZWI3LCeHm xnTVwx3WAPVG5?j95dcfG3f7_iTymcfq 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:•Visualy 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(B)29=-72(B)30=-72(B)31=-72(B)32=72(B) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-4=28,4-8=28,8-10=18,10-11=11,2-10=-6 Horz:1-2=-53,2-4=-36,8-10=27,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=148(6)8=148(B)16=82(B)12=82(B)17=73(B)18=73(B)19=73(B)20=73(B)21=73(B)22=73(B)23=73(B)24=73(B)25=-14(B)26=-14(B)27=14(B) 28=-14(B)29=-14(B)30=14(B)31=14(B)32=-14(B) 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(lb) Vert:4=148(B)8=148(B)16=82(B)12=82(8)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(13)31=-14(B)32=-14(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=15,2-4=7,4-8=7,8-10=2,10-11=5,2-10=10 Horz:1-2=-29,2-4=-21,8-10=12,10-11=19 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=198(B)8=198(B)16=92(B)12=92(B)17=93(B)18=93(B)19=93(B)20=93(B)21=93(B)22=93(B)23=93(B)24=93(B)25=-10(B)26=-10(B)27=10(B) 28=-10(B)29=-10(B)30=-10(B)31=10(B)32=-10(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-4=-2,4-8=7,8-10=7,10-11=15,2-10=-10 Horz:1-2=-19,2-4=-12,8-10=21,10-11=29 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=198(6)8=198(B)16=92(B)12=92(B)17=93(B)18=93(B)19=93(B)20=93(B)21=93(8)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) Veil:1-2=20,24=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) Veil: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(8)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=7,24=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=62(B)17=86(B)18=86(B)19=86(B)20=86(B)21=86(B)22=86(B)23=86(8)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=20,24=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 � t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,NB 53719. 110369754 599491 'T01 ;Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:45 2015 Page 4 ID:_8kMQ0gICcvBW m4?iycCyToxk-ZWII3LCeHm xnTVwx3WAPVGs?j95ddG3f7_iTymcfq 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(6)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:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=-46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=28(B)32=-28(B) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=-6 Horz:1-2=15,2-4=-23,8-10=36,10-11=29 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=-46(B)18=-46(B)19=-46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-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=28,4-8=14,8-10=14,10-11=7,2-10=-6 Horz:1-2=29,2-4=-36,8-10=23,10-11=15 Drag:4-5=-0,7-8=0 Concentrated Loads(Ib) Vert:4=-73(B)8=-73(B)16=-143(B)12=-143(B)17=46(B)18=46(B)19=46(B)20=-46(B)21=-46(B)22=-46(B)23=-46(B) 24=46(B)25=-28(B)26=-28(B)27=-28(B)28=-28(B)29=-28(B)30=-28(B)31=28(B)32=-28(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=14,4-8=14,8-10=28,10-11=20,2-10=-6 Horz:1-2=-15,2-4=-23,8-10=36,10-11=29 Drag:4-5=-0,7-8=0 Concentrated Loads(lb) 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(8) 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 Wnd(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 5 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 ANSIITPII Quality Criteria,DSB•89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ..... ,....... .,......,�r.. ..y .,� 110369755 399491 102 Hip Truss 2 1 Job Reference(Optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:46 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-1jJgGgCG237nOc46Vn1 Pyjo0k7TnM8o0HJtYEvymcfp 1 -2-0-0 1 4-10-14 1 9-0-0 1 15-11-8 1 22-11-0 I 27-0-2 1 31-11-0 133-11-0 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=1:58.8 546= 2x4 II 5x6 — 4.00 12 4 T 6 x4 E: :.! 2x4 3 �• W _ _ 7 1-1 2 8 en 3x8 = 12 11 10 3x8 = 3x4= 5x8 = 354 = ' 8-4-10 I 15-11-8 I 23.6-6 1 31-11-0 8-4-10 7-6-14 7-6-14 8-4-10 Plate Offsets(X,Y)— 12:0-4-0.Edoel,f8:0-4-0•Edoel.111:0.4-0.0-3-01 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 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 rite BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),8=1133/0-5-8 (min.0-1-8) Max Horz 2=50(LC 8) Max Uplift 2=-429(LC 8),8=-432(LC 9) \\\``\\\1 1 1 I I//////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ \36-•S!\• //i, TOP CHORD 2-3=-2721/1628,3-4=-2429/1430,45=2817/1723,5-6=-2817/1723,6-7=2411/1420, � `\�' /j 7-8=-2681/1602 \ \ v \CENS� •.,C∎ 801 CHORD 2-12=-1420/2517,11-12=-1160/2200,10-11=1168/2193,8-10=-1419/2486 WEBS 3-12=-305/282,4-12=-59/287,4-11=-390/732,5-11=-435/348,s 11=400/744, / . 34869 6-10=-51/279,7-10=-276/262 _ .I — NOTES- (8-10) art /b+ ��� A� _ 1) Unbalanced roof live loads have been considered for this design. -�" "" 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Enc., 0 ... It/ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber STATE OF ,_ DOL=1.60 plate gripDOL=1.60 .FLORID,' C,' 3) Provide adequate drainage to prevent water ponding. / 61:. c1 i \\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //v A 1 n Ti 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 / /,, VIAL\,\\\ ` 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 August-48,201: A WARNING-Verify design parameters end 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 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 ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. .,.... ........ 110369757 599491 T04 Hip Truss 2 1 • Job Reference(optional) Builders FirstSource, Jadcsonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:29:48 2015 Page 1 ID:_8kMOOglCcvBYV7m4?iycCyToxk_5RQhMEXahNVewDVdC4t 18uOBx9Ag4sjldMfJoymdn I -2-0-0 I 6-10-14 1 13-0-0 I 18-11-0 25-0-2 31-11-0 133 11-0 2-0-0 6-10-14 6-1-2 5-11-0 6-1-2 6-10-14 2-0-0 Scale=1:58.8 5x8 = 5x8= 4 5 4.00 12 T2 r� '1! io 2x4*if 2x4 // u•3 8 a a 2 V I 7 1v�t 1 17 "••1 8 4+i d ' 11 10 9 d 3x8 = 3x4= 5x6= 3x4 = 3x8 = I 8-4-10 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.Edge].[7:0-4-0.Edge),(10:0-3-0.0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.21 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 10 11 >883 180 BCLL 0.0 * Rep Stress Ina YES WB 0.28 Horz(TL) 0.12 7 Na n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight:144 Ib FT=20°k LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 411-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),7=1133/0-5-8 (min.0-1-8) Max Horz 2=-66(LC 13) Max Uplift 2=-415(LC 8),7=418(LC 9) \`\```,1C1 I I I 1/I///,// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ \3S•S./ 0/,•TOP CHORD 2-3=-2692/1620,3-4=-2491/1541,4-5=-1917/1233,5-6=2472/1529,6-7=-2668/1605 �\ j BOT CHORD 2-11=-1400/2482,10-11=963/1834,9-10=-965/1832,7-9=1411/2468 �,`� \CEN$F'•.�� WEBS 3-11=-394/359,4-11=356/601,5-9=-343/582,6-9=-379/349 .... * V r NOTES- (8-10) _ a 34869 1) Unbalanced roof live loads have been considered for this design. _ `�1 r� ( w 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., `T GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber _� DOL=1.6o plate grip DOL=1.60 /' STATE OF 3) 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. ;/610./•.;2 GRID P �\ 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 \N. will fit between the bottom chord and any other members. / N A 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 777"HMI,V Al- \\\\� 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 August48,201: t r A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIIIPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive,Madison,WI 53719. ..... ,,..w ,,..w.gyp.. ..7 ,,7 110369759 399491 T06 Common Truss 4 1 • Job Reference/optional/ Builders FirstSource, Jadlsomdpe,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:50 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-wUZB62Fn6IdDtENtkd6L6Yzg1 krWly6?CxrINgymc l I -2-0-0 8-4-10 I 15-11-8 I 23-6-6 1 31-11-0 1 33-11-0 1 • 2-0-0 8-4-10 7-6-14 7.6.14 8.4-10 2-0-0 Scale=1:57.9 4x6 = 5 ill 3x6 3x6 4.00 12 2x4\\4 6 2x4 /i N 3 tit �� 7 fe rZ. . \N 2 8_.... 1.11L\41k m �� 12 13 11 14 10 ith 3x8 = 3x4= 4x6 = 3x4 = 3x8 10-10-15 I 21-0-1 I 31-11-0 I 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y)- 12:0-4-0.Edae1.f8:0-4-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1127/0-3-8 (min.0-1-8),8=1133/0-5-8 (min.0-1-8) Max Horz 2=79(LC 16) Max Uplift 2=-401(LC 8),8=-405(LC 9) \\`\``‘``1`C1 I 1 111 1////,/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ \ ?I.S \, //� TOP CHORD 2-3=2765/1618,3-4=-2424/1417,4-5=-2364/1436,5-6=-2353/1429,6-7=-2413/1411, `\ .'• �j 7-8=2748/1608 ` �J 16 --S, ••�� .. BOT CHORD 2-12=-1389/2544,12-13=-805/1662,11-13=-805/1662,11-14=-805/1662, ` 10-14=-805/1662,8-10=-1402/2535 a 34869 WEBS 5-10=393/748,7-10=-523/475,5-12=-403/764,3-12=-536/484 _ .' r. w_ NOTES- (7_9) = _ 1) Unbalanced roof live loads have been considered for this design. m 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber STATE OF \ DOL=1.60 plate grip DOL=1.60 ' • ,F�ORIOP • G� ■ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SS1 \\� 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 ////V/0 N A\- \\\ will fit between the bottom chord and any other members,with BCDL=5.Opsf. //I/III 1 1 , 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 August48,201 f t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the 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 ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component 1 Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 O1Onofrio Drive.Madison.IM 53719. I ..... ,,...... 110369761 599491 T08 GABLE 4 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:29:55 2015 Page 1 ID_8kMQOglCcvBYWm4?iycCyToxk-GRM491JwxgFWz?GrXAiWpcggwlijzl?IMCYW3uymcfg 1 -2-0-0 I 15-11-8 I 31-11-0 I • 2-0-0 15-11-8 15-11-8 Scale=1:55.9 2x4 II 4x6 2x4 II 2x4 II 11 12 13 2x4 II --0 2x4 II 10 14 2x4 II 5x6%2x4 11 g _ 15 2x4 1 5x6 8 16 4.00 12 2x4 11 7 17 2x4 II 2x4 II 2x4 II 6 �� �e 18 2x4 II 5 �' , 19 2x4 11 ,'' 2x4 II 20 2x4 11 :11.g111111. V 3x4 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 2x4 1 1 2 x 4 1 1 2x4 11 2x4 1 1 2 x 4 1 1 2x4 1 1 2x4 1 1 2 x 4 1 1 2x4 II 5x6=2x4 1 1 2x4 1 1 2 x 4 1 1 2x4 11 2x4 1 1 2x4 11 2x4 II 2x4 1 1 2x4 I I I 31-11-0 31-11-0 Plate Offsets(X,Y)- [7:0-3-0,0-3-01[17:0-3-0,0-3-0],[32:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,37,38,39,40,41,31,30,29,28,27,26,25, ,\1 1 I I 1 I!////1 24,22 except 2=141(LC 8),23=-110(LC 13) \\� \)S Q /c. / 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, \s-` \v?,.•r\• /// 26,25,24,22 except 2=253(LC 1),23=275(LC 26) �■ NCENS . '' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10-12) / a 34869 1) Unbalanced roof live loads have been considered for this design. -o ,/./ r\ Et 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., =T • b/ _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber /'+ _1 DOL=1.60 plate grip DOL=1.60 . U .• STATE O� • -- 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry -' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. r FC OR10 P` •' 0` 4)Gable requires continuous bottom chord bearing. 1/S(1 ! \\� 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. ////1/NIA�•1`�\\� 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 August-18,201: t 1' ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSUTPI1 Quality Criteria,DSB&89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 nofrio Drive.Madison.WI 53719. D'O ■ ..... ,,...... ,,.......yr... ..y ,� 110369763 599491 T1OG GABLE 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 • 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Aug 18 12:29:57 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-DgUgaRLASSVE DJPDebk_v11NZM?RD11 pW2d7mymde I -2-0-0 I 16-3-0 I • 2-0-0 16-3-0 2x4 II 2x4 II Scale=1:39.2 2x4 II 14 15 2x4 I I 13 I 5,6 2x4 II 12 kl 10 11 r 2x4 II 9 � 2x4 11 8 w 2x4 II 7 •' r I 2x4 II 6 1 2x4 11 • 4.00 12 3x4 % 2x4 11 5 6x8 11 4 r i t 1 3 � - 2 �� r 1�■�fwl�w w w w w w w w II I. r r r _ r r r rtu r r 29 28 27 26 25 24 23 22 21 20 19 18 17 16 4x6 II 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 II 2x4 I I 3x6= 2x4 II 2x4 I I 2x4 I I 2x4 II 2x4 I I 2x4 I I 16.3.0 I 16-3-0 Plate Offsets(X.Y)— 110:0-3-0.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.01 1 nlr 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, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-0. (lb)- Max Horz 29=287(LC 8) `1 1 1 I 1 I I//// Max Uplift All uplift 100 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27 except 28=-122(LC \\"-\``\�\``S S /////, Max Gray All reactions 250 lb or less at joint(s)29,16,17,18,19,20,22,23,24,25,26,27,28 �N` v� tiCEN$F•C�� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-293/101,3-4=-301/114,4-5=-252/88 / . 34869 NOTES- (10-12) _ -u J, r� c4 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Enc., — N • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . 0 _STATE f' 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 .w��`• Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. FRIO N • v•3)Gable requires continuous bottom chord bearing. v_.. .1-.0....* •• \� 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///I/ O N A1- \\N 5)Gable studs spaced at 1-4-0 oc. /////f 111) \\ 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 August-18,201f 1 f A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilldy 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 ANSIRPI1 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. ..... ,,..,... 110369765 399491 T12 MONOPITCH TRUSS 2 • 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MTek Industries.Inc.Tue Aug 18 12:30:00 2015 Page 1 I D:_8kMQOglCcvBYV7m4?iycCyToxk-dP9zCTN2INto4m8oKjHh WINUzmCBeLOUVUGHk5ymcfb I -2-0-0 I 5--3 I 10-8-13 I 16-3-0 • 2-0-0 5-6-3 5-2-11 5-6-3 Scale=1:39.6 6 I „ r 3x6% 5x8 5 4 0 4.00 12 SO 3x4 3 II 5x8 thiph. I , 414111111 wr � 12 13 10 14 15 9 e 16 17 18 Jai 11 7 7,8 II 8x10= 6x8 8x10= 7x8 = 5-6-3 i 10-8-13 I 16-3-0 5-6-3 5-2-11 5-6-3 Plate Offsets(X.Y)- (8:0-3-8.0-4-121.19:0-2-10.0-0-01.(10:0-3-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.19 7-8 >972 180 BCLL 0.0 • Rep Stress Incr NO WB 0.91 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, BOT CHORD 2x6 SP No.2'Except' except end verticals. B2:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 5-7 W1:2x8 SP 2400F 2.0E,W2:2x4 SP No.2 REACTIONS. (lb/size) 7=4707/0-3-8 (min.0-2-12),11=4436/0-5-8 (min.0-2-10) �)1 1 1 I I 1 Max Horz 11=231(LC 4) \\��, c c� /�////7i Max Uplift 7=1504(LC 8),11=-1401(LC 4) \�.\\,,v? `�!�, �ji ■ V // FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1GEN3F . TOP CHORD 2-3=-6669/1991,3-4=-4648/1371,4-5=-4576/1378,2-11=-3467/1128 BOT CHORD 11-12=-509/998,12-13=-509/998,10-13=509/998,10-14=-2036/6269,14-15=-2036/6269, * a 34869 9-15=-2036/6269,8-9—2036/6269,8-16=-1400/4384,16-17=-1400/4384, 17-18=-1400/4384,7-18=-1400/4384 _ -u- ,' a r • W WEBS 3-10=-454/1431,3-8=2136/721,5-8=-1443/4785,5-7=-5687/1815,2-10=-1592/5376 r �.-.... NOTES- (9-11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: i�, STATE OF _.\ Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. ' •E1 OR10 P •• tom\ ■ Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. / •••••• \�■ Webs connected as follows:2x4-1 row at 0-9-0 oc. /1//I•S • ��\� 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 /,/VIAL,\ �` ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wnd: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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=1504,11=1401. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1001 lb down and 311 lb up at 2-2-12,1001 lb down and 311 lb up at 4-0-0,1001 lb down and 311 lb up at 6-0-0,1001 lb down and 311 lb up at 8-0-0,1001 lb down and 311 lb up at 10-0-0,1001 lb down and 311 lb up at 12-0-0,and 1001 lb down and 311 lb up at 12-6-0,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 Continued on page 2 August 1'8,201: LOAD CASE(S) ■ ■ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional pemlanent bracing of the overall structure is the responsibility of the building designer.For general giadance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing.consult ANSIRPII Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.W 53719. ..... ,....... ,,....,.,�r.. .,.� I", 110369765 399491 112 MONOPITCH TRUSS 2 I 2 Job Reference(.ptionall Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Aug 18 12:30:00 2015 Page 3 ID:_8kMQOgICCvB Wl m4?iycCyTOxk-dP9zCTN21Nt04m80KjHh WMUzmCBeLOUVUGHk5ymdb LOAD CASE(S) Uniform Loads(pit) Vert:1-2=-14,2-6=-14,7-11=10 Concentrated Loads(Ib) Vert:9=-423(B)12=-423(B)13=-423(B)14=423(B)15=-423(B)16=-423(B)17=423(B)18=-423(B) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=23,2-6=-28,7-11=10 Horz:1-2=-21,2-6=-16 Concentrated Loads(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(Pb) 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(Pb) 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(Pb) 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(Pb) 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(Pb) 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(Pb) 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(Pb) 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(pit) Vert:1-2=20,2-6=28,7-11=6 Horz:1-2=-29,2-6=-36 Concentrated Loads(Pb) Vert:9=-268(B)12=-268(B)13=-268(B)14=268(B)15=268(B)16=-268(B)17=-268(B)18=268(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-6=14,7-11=-6 Horz:1-2=-15,2-6=23 Concentrated Loads(Ib) Vert:9=-268(B)12=-268(B)13=-268(B)14=-268(B)15=-268(B)16=-268(B)17=-268(B)18=-268(B) Continued on page 4 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 MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of are 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 BCSI7 Building Component Boynton Beath,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. •••••• .•--. ,.uw.gyp.. ..y .l 110369766 399491 T13G GABLE 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:30:01 2015 Page 1 I D:_8kMQ Og ICcvBYV7 m4?iycCyToxk-5bj LQ pOg Wg?fhwj?tQ pw3twgZAmON04dk80rGXymcfa I -2-0.0 I 8-2-8 I 16-5-0 18-5-0 { • 2-0-0 8-2-8 8-2-8 2-0-0 Scale=1:34.1 4x6= 2x4 11 2x4 11 7 8 9 2x4 II 2x4 I I 2x4 II 6 �"� 10 2x4 II 2x4 II : y 11 2xq II 2x4 II 4.00 12 3x4 2x4 II 5 y Y 4 12 3x4 3x6 3 rl 13 3x6 cis 2 r illy; 4 ��r r�� 15 �Nfi w w w • • w w w '� r7 r r r r B1 r r r him `� r r r r r 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 I I 2x4 II 2x4 II 2x4 II 2x4 I I 2x4 II 2x4 I I 3x6 = 2x4 I I 2x4 II 2x4 II 2x4 II 2x4 I I 2x4 I I I 16-5-0 I 16-5-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.37 Vert(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.04 15 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-5-0. (Ib)- Max Horz 29=-23(LC 13) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,28,22,20,19,18,17 except 29=-226(LC 8), \\1 1 1 1 I 1// 16=-228(LC9) \\\`\` c� /� /// Max Gray All reactions 250 lb or less at joint(s)29,16,23,24,25,26,27,28,22,20,19,18,17 \\\\ 3S•v•!\• ///,• FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,\ �v� \CENs .-. /�, TOP CHORD 2-29=-231/330,14-16=-233/328 = * ,* NOTES- (11-13) _ a 34869 1) Unbalanced roof live loads have been considered for this design. � - Of // I : ct 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and _1 forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� • STATE OP 41 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry •• Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ••••FC OR! '. • 0` 4) Gable requires continuous bottom chord bearing. //'.3 �\� 5) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). /////v/Q N A5- \\\ 6) Gable studs spaced at 1-4-0 oc. // 1 1 l 1\\\\\\\\ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,28, 22,20,19,18,17 except(jt=lb)29=226,16=228. 10) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard August-48,201( t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general gudance 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. 110369768 599491 T16 Common 516 1 Job Reference(optional) Builders FirsiSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Tue Aug 18 12:30:03 2015 Page 1 ID_BkMQOgICcvBYV7m4?iycCyToxk-1 rSrUQx21GNxEIN?rrO81?0Y_JsruvwCSVxLQymcfY -1-4-0 4-7-3 8-1-8 11-7-13 16-3-0 • l 1-4-0 4-7-3 I 3-6-5 3-6-5 I 4-7-3 • Scale=1:28.5 • 4x6= - 3.00 12 4 2x4 = ara 2x4 3 5 N .!i ..--11111 _11-- . r 6 o a —A. I 3x6= 3x8= 3x6= 3x6 = 8-1.8 } 16.3.0 { 8-1-8 8-1-8 Plate Offsets(X.Y)- 12:0-3-0,Edgel.f6:0-3-0,Edriel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 4-5-8 oc purlins. BOT CHORD 2x4 SP•No.2 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=504/0-3-8 (min.0-1-8),2=599/0-5-8 (min.0-1-8) Max Horz 2=38(LC 8) Max Uplift 6=148(LC 9),2=-224(LC 8) \\\``1``1 1 1 1 1 1 1 I/7!/ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ .NS- !\• / 7�/. TOP CHORD 2-3=-1553/1005,3-4=-1159!708,4-5=-1159/709,5-6=-1588/1048 �N. �' •` j BOT CHORD 2-8=932/1468,7-8=-978/1512,6-7=-978/1512 ` \\\ iJ \CENS�t •.e WEBS 4-8=156/331,5-8=-449/403,3-8=-404/354 NOTES- (7-9) ! a 34869 1) Unbalanced roof live loads have been considered for this design. _ -v I'a F "-.e- 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., 73 • obi. GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber WSJ DOL=1.60 plate grip DOL=1.60 ,� STATE OF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' ..•.FL ORIO N •••• G` -. will fit between the bottom chord and any other members. /,Si ••••1' • .\ 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /!!V 1Q N A .- \\` 6=148,2=224. !/111111111\\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard August 1.8,201! 1 ► A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,deivery,erection and bracing,consult ANSITTPl1 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. ..... ,,...... .,.......Jr.. ...� .� 110369770 399491 T16B Common 2 1 • Job Referen - ••'•'- Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Aug 18 12:30:06 2015 Page 1 ID_8kMQOgICcvBYV7m4?i ycCyToxk-SZXETWSpLDeyohbyg_05mwdU3BFv2FeMuOjcytymdV 14-0 i 4-7-3 } 8-1-8 11-7-13 16-3-0 1 4 0 4-7-3 3-6-5 3-6-5 4-7-3 Scale=1:28.5 4x6= ,r- 3.00 72 4 2x4 •r• 2x4 3 5 6 r W1 1 2 tlt'-- B I BZ --._ 3x8= 9 INA -1P 6 �� 8 / CI 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(KY)— f2:0-4-0,Edoel.16:0.4-OEdgel . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 lncr 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=537/0-3-8 (min.0-1-8),7=160/0-5-8 (min.0-1-8) Max Horz 2=38(LC 8) Max Uplift 6=217(LC 9),2=-385(LC 8),7=-22(LC 13) \\\`\\'t I I I I 1/1////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\vS•S•K. / ///, TOP CHORD 2-3=-1216/1892,3-4=792/1512,4-5=-792/1509,5-6=-1203/1782 \\\ J \LENS BOT CHORD 2-9=1802/1146,8-9=-1802/1146,7-8=-1683/1132,6-7=-1683/1132 F ••' - WEBS 4-8=-544/203,5-8=-441/327,3-8=-455/451 . '• * - NOTES- (7-9) ! • 34869 1) Unbalanced roof live loads have been considered for this design. _ � /.' riv 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., =734 ." _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • STATE QF • iv 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C ORIO• ••• 0 will fit between the bottom chord and any other members. 1/6-11.•.P.C •• \\� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) l/// /O N Ai- \\\ 6=217,2=385. /11! 111111\\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 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 { August-18,201: • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 ANSVTPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. _ 0p > 0 W - a Cl) . cnn 93 .czn D -D• 11 ' ' rn W m ' D c -maw• oa oa O n 7 -7 > n J N n 7 » j O Cl)V (Q (D O d J �:O Q '' °1 0 -, -1 m T.. d O Z ast0G�(��7 p c y c a 5 c c a (Z 30- in O0 a o, o 7 p Qom O W ci; g3 Q n N Q^•v N ca..-0 ,Ox.,w r (7,-6 St-' N < N C•N co A a,N N 7 Z O.0,"0 5 °-j m 7 N N (D CD r. a ZIC O c° m 3 N. :.. w 0 a3 O ON �v N.w-O• �co � 'm ° �cn �m o o g� D �� ° ° O.0 o m m m m m O C� 7 O3 0080 a 3 N °° -fD 7J N (D cn W 0-n. ` N O a 0 Z com o 0 w -1� 7. o 3 •Z °-' aau7, 7 y 0 a ° r, et a 5'. • v �'y °� to c, � 50 �Om � 3 0 °°' 3 o moos 2 -1 j f� N = °1 j N mt° N O v fp' CD N a, C 3 N a-7. > _ N N O C m O v_, a 7 7 aao 70 oN < Q 5'a* yo'nm c rnm an d H y Z CO N •^S. n °.Q N 0 7 7 7 C N m O N o• c o m X c 7 O N `• C 7 O'O�a N N if; C 7 •`< N O S D N 5 m N co z co m a z 0 -1>C- TOP CHORD �mwcn n z co xo0 co -•73 o� o m0 m0Z - Z o� m p CO XI rc-i 0 � c o'.74r- 73 C .a 4) TpN 0 _ A v o °D m m xco N o n 1 D fn N� v ® = N ED X rnm 13 M 1r 0 73 n —. 0 — m w I \W < m z 3 = cWn ON' CO r- K w -I m p � 0 5 v GO o D A _ 7 j m I- W ® co m O� o' D z x () m O _.m ® w N' 7 3 O DO �x co m A ° ® 0 co -1� co ® A a o m TOP CHORD n, - ro ac, v a, v. a w N 7' a 71 P °O OD V 91, 9, A W N O D0 y m V me mp C) o Do 0-r O r 5 C) cc N c O Q`o' C) may �'Z O3 f-I 0.D !v i Za Ja< �.<.m m v° g ma dv° Vm3 (°gym 3a3 mm °--' m f e 332 - om.< c< -< am ma C , -f0 O»•O°D npp N ap J wo (2 C 0,N 0-O FN N jm a) CD 3 3fC x"11,) j m o J 05* 7 < m w 3 7 2r 0i O N m 7 1 N J N < J o f m m J O• m O S' J O to cD v m c c 0 m 3 f0 0 °-'w a o t°.° a.2 c a$ m 3•m o o y Ham 3 m 0 d x m e m y °-' co (D •-► N J ma a p O , s- RR y O_ O Br.. 7-X m 7 O N O m V .4 O 02 7-•N n O O 0 °3 v8 mao a Jy J gm 23 -'F 0 3m SO' mN m � 03 m30 N 302 wa o.?w°O va X M•22 ~gO g,-,-,-, < J m' O a.5. N -'3•2 o.-'• 6,c< am 'J"N °p m o ago-i. 0 m 0nJC C, V O m 3 °fa/, m ?, m m 0 c;5,. 0- c - . O C o C.J J J c C co W 0.= ... J 0,•90 c. `� al Ay �O Q m a jj q NC jm d0' m 00, »o To mN N•« d o° 2 7m 0°O - ma O•J.5. m5 w oa g mN ? 5 4 mg o 0 g'E am2 - a m a ,m 0- 067 g•• 'm am _Jw° o: .n N G y.� oN N-OC < l3 °1 0 . mo o s ma' .aol a- 3 a *coo ,. D. co--.o 0' CD-' aN mmJ 2, 0 w Et ?:.1 0. cl m3 J m 'm 0k J- 0-°p J s �,- mN 3 o F- >7, 0 •< o a m$ °3°D y,3' f o ca) 0 ID a V° og m 3 St m a my 2Jm os8 2a a' S' g mq m m ma a3 J m — c em' 5'3 a, g m aP o m (p a = :m mN Oc Sr a Taff ' -ma s< 9 moa mf ` 0- m 0 0 •5 O m J A cJ' .O O o a <°O d Z C �F W J J m m '" _/ 0 to QJ� a v_ -O um,m a 0a 5•2 a'3 mJ 2'2.b, 0>a 10m a me 3a �im ch c•o 'O.J.. ^o N m N m j j °DO mC ryN Q m m y � rS Gf _Q y `" N c V N a m m O m Oil a J m m 0 O 'D•< »n 0 4 J o v a' a N C �� m m e 0 Fv, o v ^w J v u, ay • O �� o: 0 'Jr c m N°-°. 3 \V CD N� J a E. F 3 t-J • O c N nm c'J Q 4. < a 7 7 m N a ryJ -- 7 m a En. 9, y 0 mN 0 V N o j a, a m m DN m „ O<w 3 J o 57 a�° g 3 3 H 5 0 '< J 0 r+ CD Cl) i F 0 R T E JOB SUMMARY REPORT r I[ 1 i.. Job.4te 01'level j Member Name Results Current Solution Comments BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Forte Software Operator Job Notes • 10/14/2014 8:49:49 AM • Garrett Bumgardner Forte v4.6, Design Engine:V6.1.1.5 BFS Job.4te (904)772-6100 garrett.bumgardner@bldr corn Page 1 of 2 ,� F O R T E MEMBER REPORT Level, BM1 PASSED i� 2 piece(s)1 3/4"x 16" 1.9E Microllam®LVL . Overall Length: 16 8 0 + + o -- 0 1610 o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual [Design Results Actual®Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5904 @ 0 2 0 9188(3.50") Passed(64%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(Ibs) 4753 @ 1 7 8 13300 Passed(36%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-Ibs) 23625 @ 8 4 0 38893 Passed(61%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.277 @ 8 4 0 0.544 Passed(L/708) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.551 @ 8 4 0 0.817 Passed(L/356) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(LJ360)and TL(L1240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 7 0 3 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(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 I 6237 None Oad Tributary Dead Floor Live Roof Live Ls Location Width (0.90) (1.00) (non:snow: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 0 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 I 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 BPS Job.4te (9041772-6100 garrett.bumgardner@bldr com Pa e 2 of 2 9 I August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 F . I II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =ED Note:T-Bracing/I-Bracing to be used when continuous lateral bracing OO is impractical.T-Brace/ I-Brace must cover 90%of web length. I ,= V[ F—a Note:This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing -, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace A- 2x6 2x6 T-Brace WEB 2x61-Brace 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/ I-Brace must be same species k and grade(or better) as web member. T-BRACE \, olIllion/ S•.k.•,' J�•ooENSF•<�c.■• * •* Nails Section Detail N 34869 _ T-Brace -3 6/22/11 • Luz STATE OF `�� Web % FLORIDP•• ci`�� \�• %/s fONiA- . \\\\ Nails 1109 COASTAL BAY Web 11 -Brace BOYNTON BC, FL 33435 Nails Pill1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAILSP I ® MiTek Industries,Chesterfield,MO Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 6 .162 108.8 99.6 86.4 84.5 73.8 ri z• .128 74.2 67.9 58.9 57.6 50.3 OJ .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW • .148 81.4 74.5 64.6 63.2 52.5 01 3 NAILS cn • ,.� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. RI NEAR SIDE EXAMPLE: (3)-16d NAILS(A62"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY ' ANGLE MAY ANGLE MAY VARY FROM VARY 30°TO 60�M VARY FROM 30°TO 60° 30°TO 60° 45.00° 45.00° , 45.00° '7/ ., \ ■ \ /\ \` wit 1I1///// S. S.!c / \ /.. oCENSF . - ■* N, 34869 I /�.Si � 6/22/11 - (V; STATE OF i F_LORIOP` 0j , S /,�'//,�NIA1-1\`\\\ 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL • MiTek Industries,Chesterfield,MO 1=1.I 1O ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E D MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. i 1 oo CATEGORY II BUILDING i i oo EXPOSURE B or C • ^ q ASCE 7.10 r �v� DURATION OF LOAD INCREASE:1.60 u 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 s 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 a� ®t► DIRECTIONS AND: 4► 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR i∎n;;�l•lIMIIIIIIIIIII■®I11ICS', 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ow viii/,, PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C ■ MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: �—'`i\ '` REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On �`�� 1�1 I\I PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \,1441 l\\��� TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ``\ \\\I � :\ \ TRUSS MITEK DESIGN DRAWING. ��\�.- ...44,■1.1-,.1..1,1.■...,-N%,-7—■,7 • SCAB CONNECTION PER \���4(�`-.`��_ �� NOTE D ABOVE �1 ��' \ ' lam: 4/ \ �$ `1 ■ ,4%•'-_•■_ `CI\. ��■..•_\1 1,k This sheet is provided as a Piggyback connection . ,, FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all \``�;\ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or .\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \\\�I I t I t I I////�/ EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: \\\ \.)S S'K ////i BOTTOM CHORD ♦ J\,.•.•••••••.; OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS `\ .• �ICENSF•'•' \ MUST MATCH IN SIZE,GRADE,AND MUST LINE UP \ �I AS SHOWN IN DETAIL. * .* 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF N, 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS — _ SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH I I ' VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) — `,I -- (MINIMUM 2X4) 3 9 12 W 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM Q 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW STATE OF :„. BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ,- F GREATER THAN 4000 LBS. i/ �ORIDP'•'\G \� • • " 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, // O ` \\ • r NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. /77 /�'ON M- \\\ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH �"if I I I I I I \\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 • • FEBRUARY 14, 2012 i Standard Gable End Detail SHEET 2 r MiTek Industries,Chesterfield,MO Page 2 of 2 n E o ALTERNATE DIAGONAL 24'BRACING TO THE BOTTOM CHORD U ,==== WA n J HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C.D (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. Max. I IN :' 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 1 ' 2X 4 PURLIN FASTENED TO FOUR TRUSSES 1 WITH TWO 16d NAILS EACH.FASTEN PURLIN Ilk TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace ( PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points , SUPPORTING THE BRACE AND THE TWO TRUSSES if needed � ON EITHER SIDE AS NOTED. TOENAIL BLOCKING �. TO TRUSSES WITH(2)-1 Od NAILS AT EACH END. `�_ 5T)---AOd COMMON WIRE NAILS. BLOCKING WITH End Wall ,_ _s ��a ' s1 CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. �� METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL / /�� MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS riii ON THE INTERIOR SIDE OF THE STRUCTURE. r AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUP T� 1 TAE BOTTOM GABLE TRUSS CHORD TO RESIST ALL OUT OF PLANE LOA t SFICIFIC�gHOW N iiiii IN THIS DETAIL IS FOR THE VERTICAUS� I�Y.S' K j �i u — ►` ).,...• OCENSF •• � i NOTE:THIS DETAIL IS TO BE USED ONLY FOR STRUCTURALGABLES WITHINLAYED I _ Ni 34869 _ 11 II STUDS.TRUSSES WITHOUT INLAYED _ • ( /��I STUDS ARE NOT ADDRESSED HERE.//1 .._,..: O . 3/29/12 STATE OF � STANDARD i F GABLE TRUSS �i COF2tOP' �� �,�� 1109 COASTAL BAY BOYNTON BC, FL 33435 • TECHNICAL BULLETIN eve 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 Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE Type(3) 3W 1.435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" (51/4" Beam) / TOP(2) 3'/z' 720 1,435 2,155 2.870 1,020 2,040 3.060 4,080 -.7-----1 : j FACE 3W --- --- -- --- --- --- --- --- 3'/2"+1'/4" (51/4" Beam) / TOP(4) 3W 720 1,435 2.155 2.870 1.020 2.040 3,060 4,080 31/2"+11/4" FACE/ (51/4" Beam) TOP(3) 1,435 2,870 4,305 5,740 2,040 4.080 6,120 8,160 I ( FACE 12) 6"(5) 1,055 2,110 3.165 4,220 1.360 2.720 4,080 5,440 4-ply 13/4" I (7" Beam) I TOP(2) 6"(5) 705 1,405 2.110 2,810 905 1.815 2,720 3,625 i ! FACE(3) 3W 1,915 3,825 5.740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+ 31/2" 6"(5) 2,110 4.220 6.325 8,435 2,720 5,440 8,160 10,880 (7" Beam) 3W 640 1.275 1,915 2,550 905 1,815 2,720 3,625 TOP (2) � ' 6"(5) 705 1,405 2,110 2,810 905 1.815 2,720 3.625 2-ply 31/2" (7" Beam) TOPE2j 6"`51 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 / -1 2-ply 11/4"+31/2" ! FACE/ 6"` 1,055 2.110 3,165 4.220 1,360 2,720 4,080 5.440 (7" Beam) i TOP(3) , l FACE(4) 6"`5' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+ 31/2" (7" Beam) l TOW1 6""' 705 1.405 2.110 2.810 905 1,815 2,720 3,625 (7""+am) TOP / 3'Y2" 1.915 3,825 5,740 7.655 2,720 5.440 8.160 10,880 (7" Beam) � TOP(3) 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam°PSL and MicrollamC LVL. but are not recommended for TimberStrand2'LSL. Page 2 of 8 A CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com Aweyerhaeuser,iLevel,Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR t✓2010 Weyerhaeuser NR Company.All rights reserved ■ BULLETIN TECHNICAL BULL eve April 2010 • by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3W)nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2'bolts-9/16"0 maximum holes • 3/4" bolts-13/16"0 maximum holes °°: • Lead holes not required for wood screws H.; Conc.Load Conc.Load m m Conc.Load Conc.Load pol • o `o N l7 EQ.i,EQ.\ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min.Beam Depth: Min. Beam Depth: d=73/4"for'/:"m bolts d=9'/;'for W o bolts d=11W for%"m bolts d=9W for'/,"o bolts d= 14"for'/."m bolts d=16"for W 0 bolts Conc. Load Nailed Connection Detail w *STAGGER NAILS TO 00\ PREVENT SPLITTING • • • • 16d Sinker(typ) /z" I \ 9" * (0.148"x 3W) Typ. I (+/-1") I L.6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern ww CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com . Weyerhaeuser.!Level.Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved • eve TECHNICAL BULLETIN March 2010 • by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Micro Ilam®LVL beam supporting a 2-ply Micro Ilam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. r J V Brg• (Typ.) [. • a L • .1 L L -, L L Additional 3-1% x 14" Micro Ilam®LVL Beam, Flush Connection �^ Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L i r 2- 1'/," x14" Microllam®LVL' 14" Floor Joists @ 24" o.c., Typ. Beam, Flush r 4'-0" >1 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,iLevel,Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. • IL^ r F t LIkllt` A l DIII I CTIAI • ' =Forte-Forte MEMBER REPORT Level,Floor:Flush Beam . sortwsrs 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED Ovcral Length 15' 0 1 0 l li l 1 15 M III All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595©2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 cr' 1'5112' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 4'11 7/8• 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deli-(in) 0.356©7'1 13/16" 0.489 Passed(L1494) -- Design Methodology:ASD Total Load Deft.(in) 0.456©7'1 718' 0.733 Passed(U386) -- • Deflection criteria:LL(U360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are property braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(Ibs) Accessories pP Bearing Bearing Bearing Dead I Floor!Roof!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 Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:1.25) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100 0 400 0 0 0 0 0 10'Floor 2-Point(lb) 4' NIA 1000 4000 0 0 Location Analysis Shear wed bs} Comments Actual/Allowed/LDF ActuaMomeni J lll Aowed(Ft-I!LDF 1 -3' 6035/139651 1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/363871 1.0 BOLTS RIGHT OF HANGER Forte'"Software Operator Job Notes 3/25/2010 9:02:21 AM iLevele ForteTM v1-1,Design Engine:V4.8.0.1 I Page 1of1 Page 8 of 8 ww CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com `�1Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved.