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1661 PARK TER E - TRUSS (2) 713991 " EI01 Jack-Partial 6 , 1 110689855 Builders FirstSource, Jacksonville.Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:52 2015 Page 1 14-0 ID:fe_LDeDPS_EIygCFH8cJ0?zgsUV-8N5T000jRWd FkDaOjfOSkK19H1LKCyJZKdAjiyVWJv . 1-4-0 i 7-0-0 7-0-0 I Scale=1:16.2 3 `i • 4.00 12 to r: N Ti N 2 N N" Mil B1 1 ha 4 2x4= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.30 2-4 >270 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.24 2-4 >331 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:24 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. REACTIONS. (lb/size) 3=171/Mechanical,2=312/0-5-8 (min.0-1-8),4=34/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-104(LC 12),2=-224(LC 8),4=-63(LC 8) Max Gray 3=171(LC 1),2=312(LC 1),4=101(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\l I I I 1 1 1 1///// NOTES- (7-9) _`` 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., �v 10ENSF .�� GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 * / a 34869 • * _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide — -0 /.., r.� — will fit between the bottom chord and any other members. T (� 4) Refer to girder(s)for truss to truss connections. N ' 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 lb uplift at joint 3,224 lb uplift at - �4 • ,(/ joint 2 and 63 lb uplift at joint 4. STATE OF • 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •. A- �` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any S ORID P •'a �� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �'��s/0 N��,�` \\\\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 'V 9) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i I I i I LOAD CASE(S) Standard October-8,201! I a A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,WI 53719. ` 110689857 713991 • EJ03 Jack-Partial 13 1 Job Reference(optional) Builders Fi/stSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:53 2015 Page 1 . ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-cZfrikl LCglrtuomyQAdyswmhNp3fCSo_NjG8yVWJu I -1-4-0 I 6-0-0 I • 1-4-0 6-0-0 Scale=1:31.4 3 7.00 12 1 3x6 II 4? i 2 1 II _ 1111 . 1� 5 4 5x10 MT18H I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.13 4-5 >518 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.15 4-5 >456 180 MT18H 244/190 BCLL 0.0 * Rep Stress'nor YES WB 0.00 Horz(TL) -0.27 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:24 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=280/0-3-8 (min.0-1-8),3=137/Mechanical,4=37/Mechanical Max Horz 5=184(LC 12) Max Uplift 5=-63(LC 12),3=-183(LC 12),4=-29(LC 12) Max Gray 5=280(LC 1),3=171(LC 19),4=83(LC 3) \\\\\\I t Iol l i///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\� . - S.i 1,•TOP CHORD 2-5=-260/198 ■�\\\ J� �� \G NSF • . NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., — * / • 34869 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& = r - MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ -D �i/ / : w 2)All plates are MT20 plates unless otherwise indicated. ' `/ _ 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 �� STATE OF • �� will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. ..cA� • 'LORIOP r�•,,`� N. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 5,183 lb uplift at joint v m ••••...••• tt a \� 3 and 29 lb uplift at joint 4. // N A ` \\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 77//Off'(�'`\\\\� 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 Oct 8,201: 1 A, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with 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/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Mattson,W 53719. 110689859 3991 71r ' F01 GABLE 1 1 - -ice(Optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:54 2015 Page 1 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-4mDEv42zz8thV2NzW8hsX9PF35u8o6ubOe6GoayV WJt 0. 8 01{8 Scale=1:37.1 } 3x3 = 3x6 FP= 3x3= 1 2 Ti 3 45 6 7 8 9 10 11 T2 12 13 14 15 16 17 18 19 g �I I 11111 1 1 1 1 1 1 I 1 11 40 4 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 3x3 = 3$ = 3x8 FP= 3x3= 3x3= 1.6.12 2-10-12 4-2-12 5.6.12 6-10-12 8-2-12 98.12 10-10-12 12.2.12 136.12 14-10-12 16-2-12 17-6-12 18-10-12 20-2-12 •7-1 22-2-8 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 1-4-0 1-4-0 • • 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 21 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:102 lb FT=11%F,1196E 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:37-38,20-21. REACTIONS. All bearings 22-2-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)38,20,37,21,36,35,34,33,32,31,30,29,28,27,26, 25,23,22 \\\``\``\Ic%lllll///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ �3S, "2, NOTES- (7-9) �` J� \GENS •. ' - 1)All plates are 1.5x3 MT20 unless otherwise indicated. = * • * i 2)Gable requires continuous bottom chord bearing. _ ! e 34869 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _ ' /.f 4)Gable studs spaced at 1-4-0 oc. _ -0 -•/ / : Ce 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. j - 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. — .. STATE OF 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. . t.S1--••�C ORIO •' G•8) Note:Visually 9)Truss Design Engmneelr Julius designation SP,Lee,PE:Florida P.E.License lo.34869:Address:1109�Costal Bay Blvd.Boynton Beach,FL 33435 ////l9/O N A\- �\\\\\ LOAD CASE(S) Standard /////1 1 I I i `\\ October-8,201', 4 1 ® 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 budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Duality Criteria,DSB-$9 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. 713991 4 1F04 GABLE 1 1 110689861 Job Reference(optional) Builders F'afltSource, Jadtso ville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:56 2015 Page 1 * ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-18K Km4DVI7PkMXLdZjKcaUaYuac000uUycNsTyVWJr n ry ag • Scale=1:25.9 3x3 = 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 Ti g•' " sr ST1 S S?I ST1 STI I____________w ■•• -■ MN ■l'1 Y-Y _ 26 25 24 23 22 21 20 19 18 17 16 15 14 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 {14-1.8 15-6-12 1 1-6-12 1 14-0 1 1-4-0 1 14-0 1 14-0 1 14-0 1 14-0 1 14-0 i 1-4-0 1 14-0 46-121 1-5-4 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:73 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 15-6-12. (lb)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,15,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\_\\\\\``S 1 IS!kill/0/// NOTES- (8-10) �� J''V\CENS C‹,(� 1)All plates are 1.5x3 MT20 unless otherwise indicated. .. F .S' 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. r 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ -0 /,' / i\ Ce 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) CAUTION,Do not erect truss backwards. 4,.. STATE OF •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. •. • LORIO P -•• 0•9) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //S) O \\ 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL / // N A1- �,\''' \\' 33435 //11IIlIt\\\\ LOAD CASE(S) Standard October-8,201; • 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 ony 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. 110689863 713991 • F06 Floor 3 1 Job Reference(optional) Builders FirstSource, Jadcsonv lle,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 09:36:57 2015 Page 1 • ID fe_LDeDPS_E 1 y9CFH8cJO?zgsUV-VLuMX54rG3FGM WSXBGEZ9o1 dDljp?Oh2jcLwPvyV WJq 0-1-8 • H I 1-3-0 I I 1-10-0 1 1 0-8-0 1 Scale=1:15.0 1.5x3 I I 3x3= 1 3x4 = 2 3 3x3= 43x3= 5 ° 71 12 • 1.Sx — BL1 1N1 49 N • • BTU l 10 9 83x3 = 73x3= 6 = 3x4 1.5x3 II 3x3= 1.54 II I 8-1-8 I 8-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edoe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.08 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.13 9 >750 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:44 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) 11=430/0-5-4 (min.0-1-8),6=437/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\))1 1 I I!!/////1/. TOP CHORD 11-12=-483/0,1-12=-482/0,5-6=-429/0,1-2=-581/0,2-3=-581/0,3-4=-688/0,4-5=-359/0 \ p BOT CHORD 9-10=0/581,8-9=0/581,7-8=0/688 \\\ \\. • '7,K 0 WEBS 1-10=01740,2-10=319/0,5-7=0/487,4-7=-458/0,3-9=260/0 \\ �' �i %J tCENSF'•• \ NOTES- (6-8) --• 1) Unbalanced floor live loads have been considered for this design. * r e 34869 2) Refer to girder(s)for truss to truss connections. = . r 3)"Semi-rigid pitchbreaks including heels".Member end fixity model was used in the analysis and design of this truss. _ -D /�/ / 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 1'7 O'...•• _ Strongbacks to be attached to walls at their outer ends or restrained by other means. ii• �/l/�1 _ 5) CAUTION,Do not erect truss backwards. ; ST ATE OF 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any 'particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '•-FL OR10 P •• 0 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. , v (1 \\ 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //// 1O N A1- \" LOAD CASE(S) Standard ///!!III 1 1 \\ October-8,201: I I ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Duality 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. IJohltefs>ence(optionaU 110669665 713991 F08 Floor 3 1 lil Builders FitstSource, Jadcsonville,Fl 32244 7.640 s Oct)2015 MiTek Industries,Inc.Thu Oct O 08 09:36:57 2015 Page 1 ID:fe_LDeDPS_E 1 ygCFHBcJQ?zgsUV-VLuMX54rG3FGM WSXBGEZ90 1 iZIsM?RO2jcLwPvyV WJq 04 8 I—I I 1-3-0 I I 1.7-12 • 1 1 0.8-0 I 3x3= Scale=1:10.8 1 3x3= 2 1.5x3 II 3 3x3 = 4 ME w w 10 II Iti‘A ,/ 1.5x3 I I 3x3= !Will 8 7 6 5 3x3= 3x3= 1.5x3 II I 4-0-12 I 5S4 I 4-0-12 1-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.02 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.03 7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.18 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 5-5-4 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=283/0-5-4 (min.0-1-8),5=289/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD BOT CHORD 7-8=01298,6 7=0/298 1-10=-290/0,45=-285/0,1-2=-298/0,2-3=-298/0 \\\\\``�I c`��// WEBS 4-6=0/288,1-8=0/377 \ `\V •• /� ■ v ••• /j NOTES- (6-8) .\') 10EN4. •.-- \\ 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. _ -0-�1 „lid jI 1\ w Strongbacks to be attached to walls at their outer ends or restrained by other means. 7.-- 23 _ 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 STATE OF 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. ••.FCORioix •• G \\ 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 t9 'II��''11�� '• f t \\\ LOAD CASE(S) Standard ////O'Vlr`�\\�\\ October 8,201; 1 r 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 ANSVTPI1 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. 110689867 713991 710 Floor Girder 1 1 Job Reference(optional) Builders FistSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:58 2015 Page 1 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-zXSIdR5U1 MN7zfgkl_loh?ZtTiBtkglBxG5UxLyVWJp 4x6 II 1-3-0 2x6 11 18-0 2x6 II 4x6 II • 1 1 I 1 1 9 2 10 Ilr 3 11 ilr 4 Scale=1:9.3 ' • 11 • • T1 W1 W2 W1 B1 • • 4x4 = 4x4 = 8 ♦ 7 6 ' /* 1.5x3 II 1.5x3 11 1 4.8-0 { 4-8-0 Plate Offsets(X,Y)- 12:0-3-0,Edgel,[3:0-3-0.0-0-01,14:0-3-0.Edge),[6:0-1.8,EdgeL[7:0-1-8.EdgeJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) -0.02 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 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 4-8-0 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) 8=758/0-5-8 (min.0-1-8),5=752/0-5-8 (min.0-1-8) • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ;‘ \)1 I I I I)///TOP CHORD 1-8=-742/0,4-5=751/0,1-9=692/0,2-9=-692/0,2-10=-692/0,3-10=-692/0,3-11=-692/0,4-11=-692/0 \ �� ` ///i// BOT CHORD 6-7=0/692 \ \V WEBS 4-6=0/900,1-7=0/900,2-7=581!0,3-6=-542/0 �\ • •)- \CENSF •.�� NOTES- (6 8) * !' 1) Unbalanced floor live loads have been considered for this design. — * • a 34869 2) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ - / a • Lt Strongbacks to be attached to walls at their outer ends or restrained by other means. _ 4) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)417 lb down at 0-11-0,and 337 -" lb down at 2-0-4,and 417 lb down at 4-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of �� STATE OF ••�� others. ••(w` \ 5) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FC ORIfl P v 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any A ••,,-• `'t particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ;"//v IQ `' \\\ 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ///!il NIA`-,`\\\ 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) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-4=100 - Concentrated Loads(Ib) Vert:9=-337(F)10=-337(F)11=337(F) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-4=-100 Concentrated Loads(Ib) Vert:9=-337(F)10=-337(F)11=-337(F) 3) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-3=-100,3-4=-20 Continued on page 2 October-43,201! t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSITTPI1 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. 110689868 713991 • F11 Floor Girder 1 1 Job Reference(optional) Builders FiratSwrce, Jacksonvilb,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 0936:59 2015 Page 1 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-Rj07yn66ogV_bpFwJhHlED64v6aeTKJLAwgIToyVWJo 6x8 = 1-3.0 2x6 II 150 2x6 II 6x8 = • I I I I 1. •� 2 9 3 4 Ilr Scale=1:9.3 • T • • • T1 9 W1 W1 W2 w1 W1 v 1 B, • • 3x3= 3x3 = IP* B 7 8 ho,,,■W 1 3x3 II 3x3 II 4-8-0 I 48-0 Plate Offsets(X,Y)— [2:0-3-0,Edge),[3:0-3-0,0-0-01,(4:0-3-0.Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:34 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-8-0 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) 8=525/0-5-8 (min.0-1-8),5=527/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\III 1 I i/// TOP CHORD 1-8=-518/0,4-5=-520/0,1-2=-355/0,2-9=-355/0,3-9=-355/0,3-4=-355/0 \\\\011 \ BOT CHORD 6-7=0/355 \\-�` `v5 S,K /,/[�///, WEBS 4-6=0/454,1-7=0/454,2-7=-267/0,3-6=-269/0 �\,J� \CENS •'•``,C� F ``• NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. * / s 34869 • 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ r 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. _ -D / / / • W Srongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)269 lb down at 0-1-8,and 189 —. lb down at 2-4-4,and 269 lb down at 4-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of 0 - STATE OF •.�� _ others. 5) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r FLORIDP 0` ■ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any , v_c1 •• \� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //// /°N AV. \\\\ 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //1 1 1 I I I i\\\\\ 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) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) Vert 4=189(F)1=-189(F)9=-189(F) 2) Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5.8=-10,1-4=-100 Concentrated Loads(Ib) Vert:4=-189(F)1=-189(F)9=189(F) 3) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-3=-100,3-4=-20 Continued on page 2 October-8,201! ,i + r 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 responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI TPl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohto Drive,Madison,VA 53719. 110689869 713991 • F12 GABLE 1 1 Job Reference(optional) Builders FiratSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 09:36:59 2015 Page 1 . ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-Rj07yn66ogV_bpFwJhH1ED65e6bJTN7LAwg1ToyVWJo • Scale=1:13.0 3x3= 1 3x3 = 2 3 4 5 6 11 ST1 1 ME II ii_I = II 12 11 10 9 8 7 3x3 = 3x3= 1.5.4 I 2-9-4 4-1-4 } 5-6-12 I 7-0-0 l 1-5-4 1-4-0 1.4-0 1-5-8 1-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 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 7 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 7-0-0 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-0-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,8,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\-\`\\```�( S!� //�/// NOTES- (7-9) ��\ J�'V 10ES .1..1.c/1.� 1)All plates are 1.5x3 MT20 unless otherwise indicated. ' 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). _ * / e 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. — -] �/ ilk 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 LI/2 •particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. STATE OF •�w5,— 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. F'Lo tOP• V 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 //c,) f�•'••••• .„‘'.\' \\� LOAD CASE(S) Standard ////O'VIAL`\\\\\\ October-8,201'. 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 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 ANSITTPII Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. • 110689871 713991 r F14 Floor 7 1 Job Reference(Qptional) Builders FirstSouros, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:00 2015 Page 1 . ID:fe LDeDPS E1y9CFH8cJQ?zgsUV-vwaVA77kY drDzg6sooGnQfAXVnDCIeUPaab?EyVWJn 0-1-8 • H 1 1-3.0 I I 2-1-12 1 -0 8I.0 Scale=1:18.4 1.54 = 3x3= 1.5x3 II 3x3= 3x4 = 1 3x4= 2 3 4 3x3= 5 6 a Ti • e e- e 4 ELo 4 4 ‘\ A A -�: Me ■Wt/ III 12 11 10 9 == 8 , �/ 1 3x4 = 3x3 = 1.5x3 II 3x3 3x4 = • 3x3= 1.54 II I 1-6-0 1 7-0-12 I 9-6-12 I 10-11-4 1.6-0 5.6-12 26-0 1-4-8 Plate Offsets(X.Y)– 16:0-1-8,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.08 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.10 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:57 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) 13=585/0-5-4 (min.0-1-8),7=591/0-5-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\‘0111110/// TOP CHORD 13-14=-576/0,1-14=-57610,6-7=-586/0,1-2=-537/0,2-3=1274/0,3-4=-1274/0,4-5=-1196/0,5-6=-523/0 �+ L / BOT CHORD 11-12=0/1013,10-11=0/1274,9-10=0/1274,8-9=0/1001 \�� `v5 J•`\ / ��/,• WEBS 6-8=0/710,1-12=0/690,5-8=-665/0,2-12=661/0,5-9=0/332,2-11=0/485,4-9=303/3 ` i ■ J \CENSF'••�\ NOTES- (5-7) • 1) Unbalanced floor live loads have been considered for this design. ' / is 34869‘i• 2)"Semi-rigid pitchbreaks including heels" end fixity model was used in the analysis and design of this truss. = 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _-0 �.1 F A Strongbacks to be attached to walls at their outer ends or restrained by other means. _ 4) CAUTION,Do not erect truss backwards. - _� 5) This manufactured product is designed as an individual building component. The suitability and use of this component for any % 0 STATE OF •• 41 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••��`•6) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9 OR)O P 7)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ,- 'J s ' ••�a \\�■ LOAD CASE(S) Standard ////O 1 1 1 1'``%\��` October-8,201! f t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEN REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beac•,FL 33435 Safety Information available horn Truss Plate Institute,583 D'Onofrio Dive,Madison.WI 53719. 113991 • F16 GABLE 1 1 110689873 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:01 2015 Page 1 ID:fe_LDeDPS_E1ygCFHBcJQ?2gsUV-N68tNT7MJHIV7PJO6JVJeBRHvHnxHdddEJBYgyVWJm 0-48 . 01148 Scale=1:33.6 3x3 = 3x3 = in_ilin 1 2 3 4 5 8 7 8 Ti 9 10 11 j______13 14 15 17.44.110-\in : ; aminiainaisign , .1-1: 35 4 - __ • __ .l i,.t�� -Y 33 32 31 30 29 28 27 2e 25 24 23 22 21 20 19 18 17 3x3= 3x3 = 3x6 FP= 3x3= 3x3= 1 1.6-12 1 2-10-12 1 4-2-12 1 5-6-12 1 6-10-12 1 8-2-12 1 9-6-12 1 10-10-12 I 12-2-12 I 13-6-12 1 14-10-12 I 16-2-12 I 17-6-12 1188-12 1 20.1-8 1 1-6-12 1-4-0 1-4-0 1-4-0 140 14-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 18-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:93 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:32-33,17-18. REACTIONS. All bearings 20-1-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)33,17,32,18,31,30,29,28,27,26,25,24,23,22,20, 19 \\,``IIIIII////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\‘ \1JS S:K ,//j/ NOTES- (7-9) ,‘ •'CENSF'C`,C\• \� 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). _ I — 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. ' 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. 0 STATE OF ��■ 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. FL OR10 P •' �\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. r/// /'J •....•• ' � \�� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / ON A1- Ti �\\ LOAD CASE(S) Standard / 10,11110` \\ O 8,201; t I A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 4411.7473 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 Waring 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 Duality 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. 110689875 713991 • F18 Floor 13 1 -_ -rr : o.ti.n-1 Builders FirslSounx, Jacksonville.Fl 32244 7640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:02 2015 Page 1 ID:fe LDeDPS_E1ygCFH8cJQ?zgsUV-rtiFap8_4bQSH_V_pgksrkRrJPNgamnsu3h46yVWJl 0-1-8 H 1 1-3-° 2-0-12 I—1 a :o =1:33.8 4x6 = 1.5x3 II 4x6= 1.5x3 = 4x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 4x4 = 1.5x3 II 3x4 = 4x4 = 1.5x3 = 1 2 3 4 5 6 T1 7 8 9 10 11 12,i 1238II&Al — .,I A ____________I„, 041 \—��—I'll 24 y se e ■ 21 20 19 18 17 16 15 14 3x3= 4x8= 4x4= 3x6 = 3x4= 4x4 = 3x6= 4x4 = 4x8 = 3x3 = I 1-6-0 I 4-0-0 1 15-11-12 I 18-5-12 I 19-11-12 1 1-6-0 2-6-0 11-11-12 2-6-0 1-6-0 Plate Offsets(X,Y)— f1:Edoe.0-1-8),112:0-1-8.Edoel.117:0-1-8,Edoel,118:0-1-8.Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.34 18 >698 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.53 18 >446 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.09 13 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.1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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: 2-2-0 oc bracing:18-19,17-18. REACTIONS. (lb/size) 22=1079/0-5-4 (min.0-1-8),13=1079/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\))11 I 1 I//// TOP CHORD 22-23=-1074/0,1-23=1072/0,13-24=-1073/0,12-24=-1072/0,1-2=-1109/0, \\ // 2-3=-2768/0,3-4=-3894/0,4-5=3894/0,5-6=-4386/0,6-7=-4386/0,7-8=-4386/0, \ / 8-9=-3890/0,9-10=3890/0,10-11=-2770/0,11-12=-1109/0 ‘\ _\\.: ••''''''•-•, j” BOT CHORD 20-21=0/2091,19-20=0/3421,18-19=0/4217,17-18=0/4386,16-17=0/4219,15-16=0/3418, .- � ‘CENSF •.�'C` j 14-15=0/2092 i• WEBS 12-14=0/1432,1-21=0/1432,11-14=-1368/0,2-21=-1366/0,11-15=0/943,2-20=0/941, * i . 34869 10-15=-901/0,3-20=-908/0,10-16=0/642,3-19=0/644,8-16=-527/0,5-19=-453/0, — r 8-17=142/713,5-18=-155/608,6-18=-307/24,7-17=-473/51 - /', / • Ce _ NOTES- (4-6) - �/VV 1) Unbalanced floor live loads have been considered for this design. , • STATE OF ••• �� 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �` \ 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. •� 'L OR10 P Strongbacks to be attached to walls at their outer ends or restrained by other means. v" ••! :\ 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any '"'//v'Q N A\ T. \\. 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. /f 1 1 1 1 1 6)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 OctebeF-8,201' k ■ ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1l•747J 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 ANSIrfPl1 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. 713991 • HJO1 1Diagonali Hip Girder 1 1 110689876 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:03 2015 Page 2 • ID:fe_LDeDPS_E l ygCFHBcJQ?zgsUV-JUFdo99cry?Q4RZhYXLzO3HiljuVP7fw5XoFcZyV WJk LOAD CASE(S) • Concentrated Loads(Ib) Vert:8=58(F=29,B=29)9=72(F=36,B=-36)10=36(F=18,B=18)11=1(F=1,B=1)12=-19(F=-9,B=-9) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=-44,2-5=10 Concentrated Loads(Ib) Vert:8=47(F=24,B=24)9=59(F=29,B=-29)10=36(F=18,B=18)11=1(F=1,B=1)12=-19(F=-9,B=-9) 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=15(F=8,B=8)9=19(F=9,B=-9)10=73(F=37,B=37)11=4(F=2,B=2)12=-56(F=-28,B=28) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=61,2-4=44,2-5=19 Horz:1-2=-69,2-4=-52 Concentrated Loads(Ib) Vert:8=-23(F=-12,B=12)9=92(F=46,B=46)10=-55(F=-27,B=-27)11=2(F=-1,B=-1)12=35(F=18,B=18) 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=19 Horz:1-2=-26,2-4=-33 Concentrated Loads(Ib) Vert:8=30(F=15,B=15)9=145(F=72,B=72)10=-55(F=27,13=-27)11=2(F=1,B=-1)12=35(F=18,B=18) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-4=23,2-5=15 Horz:1-2=45,2-4=37 Concentrated Loads(Ib) Vert:8=35(F=17,B=17)9=150(F=75,B=75)10=-43(F=-22,B=-22)11=9(F=5,B=5)12=47(F=23,B=23) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-4=4,2-5=15 Horz:1-2=-26,2-4=18 Concentrated Loads(Ib) Vert:8=88(F=44,B=44)9=203(F=102,B=102)10=-43(F=-22,B=-22)11=9(F=5,B=5)12=47(F=23,6=23) 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=44,2-5=-6 Horz:1-2=-45,2-4=52 Concentrated Loads(Ib) Vert:8=-23(F=-12,B=12)9=92(F=46,B=46)10=15(F=8,B=8)11=68(F=34,6=34)12=106(F=53,B=53) 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=-30 Concentrated Loads(Ib) Vert 8=40(F=20,B=20)9=155(F=78,6=78)10=15(F=8,B=8)11=68(F=34,B=34)12=106(F=53,B=53) 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=44,2-5=-6 Horz:1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:8=-23(F=-12,B=-12)9=92(F=46,B=46)10=15(F=8,B=8)11=68(F=34,B=34)12=106(F=53,B=53) 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=-30 Concentrated Loads(Ib) Vert:8=40(F=20,B=20)9=155(F=78,B=78)10=15(F=8,B=8)11=68(F=34,6=34)12=106(F=53,B=53) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-4=23,2-5=-10 Horz:1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:8=35(F=17,B=17)9=150(F=75,B=75)10=27(F=13,B=13)11=79(F=40,B=40)12=117(F=58,B=58) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=8,24=1,2-5=10 Horz:1-2=-22,2-4=-15 Concentrated Loads(Ib) Vert:8=99(F=49,B=49)9=214(F=107,B=107)10=27(F=13,B=13)11=79(F=40,13=40)12=117(F=58,6=58) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-4=-14,2-5=10 Concentrated Loads(Ib) Vert:8=15(F=8,B=8)9=-19(F=-9,B=-9)10=36(F=18,B=18)11=1(F=1,B=1)12=-19(F=-9,B=-9) Continued on page 3 • A, WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with Mack connectors.This design is based only upon parameters shovm,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 ANSVTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Orafrio Drive,Madison,WI 53719. 713991 • IHJO1 Diagonal Hip Girder 1 1 Job_Reference(optional) 110689878 Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:03 2015 Page 4 ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-JUFdo99c ?Q4RZhYXLz03HiljuVP7fw5XoFcZyVWJk LOAD CASE'(S) • Uniform Loads(plf) Vert:1-2=36,2-4=44,2-5=-6 Horz:1-2=-45,2-4=52 Concentrated Loads(Ib) Veil:8=-137(F=-69,B=-69)9=-134(F=67,8=67)10=-42(F=-21,B=-21)11=-10(F=-5,B=-5)12=30(F=15,B=15) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,2-5=-6 Horz:1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:8=-74(F=-37,B=-37)9=-70(F=-35,B=-35)10=42(F=21,B=21)11=-10(F=-5,B=5)12=-30(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=31,2-4=23,2-5=-10 Horz:1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:8=-79(F=-39,B=-39)9=-75(F=-38,B=-38)10=31(F=-15,B=-15)11=1(F=1,B=1)12=-19(F=-9,B=-9) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=1,2-5=10 Horz:1-2=22,2-4=15 Concentrated Loads(Ib) Vert:8=-15(F=-8,B=8)9=-12(F=6,B=-6)10=-31(F=15,B=-15)11=1(F=1,B=1)12=-19(F=-9,B=-9) 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=9 Horz:1-2=-33,2-4=-28 Concentrated Loads(Ib) Vert:8=-10(F=5,B=-5)9=70(F=35,B=-35)10=-68(F=-34,B=34)11=1(F=1,B=1)12=-19(F=-9,B=-9) 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=9 Horz:1-2=-19,2-4=-14 Concentrated Loads(Ib) Vert:8=30(F=15,B=15)9=-30(F=-15,B=-15)10=-68(F=-34,B=-34)11=1(F=1,B=1)12=-19(F=-9,B=-9) 34) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-11,2-4=16,2-5=10 Horz:1-2=-33,2-4=-28 Concentrated Loads(Ib) Vert:8=-10(F=5,B=-5)9=-70(F=-35,B=-35)10=15(F=-7,B=-7)11=1(F=1,B=1)12=-19(F=9,B=-9) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-27,2-4=-33,2-5=-10 Horz:1-2=-17,2-4=11 Concentrated Loads(Ib) Vert:8=38(F=19,B=19)9=-22(F=11,B=-11)10=-15(F=-7,B=-7)11=1(F=1,B=1)12=-19(F=-9,B=-9) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 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,consuk ANSUTPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 CIOnofno Drive,Madison,WI 53719. Boynton BBaCh,FL 33435 110689877 713991 ' HJO2 Diagonal Hip Girder 3 _Job Reference(Optional) Builders F retSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:04 2015 Page 2 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-ohpO?VAEcC8Hia8u5EsCxGpgv6DG8aK4KBYO8 7yVWJj LOAD CASE(S) • Uniform Loads(plf) Vert:1-2=-54,2-4=-54,5-8=-10 Concentrated Loads(Ib) Vert:9=62(F=31,B=31)10=44(F=22,B=22)11=70(F=35,B=-35)12=26(F=13,B=13)13=4(F=2,B=2)14=-29(F=14,B=14) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-4=-44,5-8=-10 Concentrated Loads(Ib) Vert:9=62(F=31,B=31)10=36(F=18,B=18)11=57(F=29,B=-29)12=26(F=13,B=13)13=4(F=2,B=2)14=-27(F=13,B=13) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-4=-14,5-8=30 Concentrated Loads(Ib) Vert 9=62(F=31,B=31)10=7(F=3,B=3)11=-28(F=-14,B=-14)12=66(F=33,B=33)13=7(F=3,8=3)14=-52(F=-26,B=-26) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(Of) Vert:1-2=48,2-4=30,5-8=-6 Horz:2-8=21,1-2=-56,2-4=-39 Concentrated Loads(lb) Vert:9=7(F=3,B=3)10=110(F=55,B=55)11=226(F=113,B=113)12=147(F=74,B=74)13=72(F=36,B=36)14=73(F=36,B=36) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=19,2-4=26,5-8=-6 Horz:2-8=-28,1-2=27,2-4=35 Concentrated Loads(Ib) Vert:9=18(F=9,B=9)10=122(F=61,B=61)11=237(F=119,B=119)12=147(F=74,B=74)13=72(F=36,B=36)14=73(F=36,B=36) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-4=10,5-8=-10 Horz:2-8=36,1-2=-31,2-4=24 Concentrated Loads(Ib) Vert:9=65(F=32,B=32)10=169(F=84,8=84)11=284(F=142,B=142)12=159(F=79,B=79)13=83(F=42,8=42)14=84(F=42,B=42) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=13,2-4=6,5-8=-10 Horz:2-8=-13,1-2=27,2-4=-20 Concentrated Loads(Ib) Vert:9=76(F=38,B=38)10=180(F=90,B=90)11=296(F=148,B=148)12=159(F=79,B=79)13=83(F=42,13=42)14=84(F=42,B=42) 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=44,5-8=-S • Horz:2-8=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:9=-32(F=-16,B=-16)10=72(F=36,B=36)11=188(F=94,B=94)12=147(F=74,B=74)13=72(F=36,B=36)14=73(F=36,B=36) 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=21,5-8=-6 Horz:2-8=-25,1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:9=32(F=16,B=16)10=136(F=68,B=68)11=252(F=126,B=126)12=147(F=74,B=74)13=72(F=36,B=36)14=73(F=36 ,B=36) 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=44,5-8=-6 Horz:2-8=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:9=-32(F=-16,6=-16)10=72(F=36,B=36)11=188(F=94,B=94)12=147(F=74,B=74)13=72(F=36,B=36)14=73(F=36, B=36) 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=21,5-8=-6 Horz:2-8=-25,1-2=-22,2-4=30 Concentrated Loads(Ib) Vert:9=32(F=16,B=16)10=136(F=68,B=68)11=252(F=126,B=126)12=147(F=74,B=74)13=72(F=36,B=36) 14=73(F=36,B=36) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-4=23,5-8=10 Horz:2-8=33,1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:9=27(F=13,B=13)10=131(F=65,B=65)11=246(F=123,B=123)12=159(F=79,B=79)13=83(F=42,B=42) 14=84(F=42,B=42) 13) 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=1,5-8=-10 Horz:2-8=-10,1-2=-22,2-4=15 Continued on page 3 • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPH Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 lOnofno Drive,Madison,WI 53719. 110689877 • 713991 FIJ02 Diagonal Hip Girder 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Thu Oct 08 09:37:04 2015 Page 4 IDfe LDeDPS_E1ygCFH8cJQ?zqsUV-ohp0?VAEcC8Hia8u5EsCxGpgv6DG8aK4KBY08?yVWJj LOAD CASE(S) ' Uniform Loads(plf) Vert:1-2=36,2-4=44,5-8=6 Horz:2-8=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:9=-219(F=-110,B=-110)10=-258(F=-129,B=-129)11=-325(F=-162,B=-162)12=-112(F=-56,B=-56)13=-62(F=-31,B=-31)14=-77(F=-39,B=39) 27) Reversal: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=21,5-8=-6 Horz:2-8=-25,1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:9=-156(F=-78,B=-78)10=194(F=97,B=-97)11=-261(F=-131,B=-131)12=112(F=-56,B=56)13=-62(F=-31,B=31)14=-77(F=39,B=-39) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=36,24=44,5-8=-6 Horz:2-8=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:9=-219(F=-110,6=-110)10=-258(F=-129,B=-129)11=325(F=-162,B=162)12=-112(F=-56,B=-56)13=-62(F=31,8=31)14=-77(F=-39,B=-39) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,5-8=-6 Horz:2-8=-25,1-2=22,2-4=-30 Concentrated Loads(lb) Vert:9=-156(F=-78,B=-78)10=-194(F=-97,B=-97)11=-261(F=-131,B=131)12=112(F=-56,B=-56)13=-62(F=-31,B=-31)14=-77(F=-39,B=-39) 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=31,2-4=23,5-8=-10 Horz:2-8=33,1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:9=-161(F=-80,B=-80)10=-200(F=100,B=100)11=266(F=133,B=133)12=100(F=-50,B=-50)13=51(F=-25,B=-25)14=-66(F=-33,B=-33) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=1,5-8=-10 Horz:2-8=-10,1-2=-22,2-4=-15 Concentrated Loads(Ib) Vert:9=-97(F=-49,8=-49)10=136(F=-68,B=-68)11=-203(F=-101,B=101)12=100(F=-50,B=-50)13=-51(F=-25,B=25)14=-66(F=33,B=-33) 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=21,2-4=-26,5-8=-10 Horz:2-8=27,1-2=-23,2-4=-18 Concentrated Loads(Ib) Vert:9=-79(F=-39,B=-39)10=78(F=-39,B=-39)11=-183(F=-91,B=-91)12=-60(F=-30,B=30)13=-36(F=-18,B=-18)14=-60(F=-30,B=-30) 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=-24,2-4=-29,5-8=10 Horz:2-8=-9,1-2=20,2-4=15 Concentrated Loads(Ib) Vert:9=-70(F=-35,B=-35)10=70(F=-35,B=-35)11=-174(F=-87,B=-87)12=-60(F=-30,B=-30)13=-36(F=-18,B=-18)14=60(F=-30,B=-30) 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=-16,5-8=-10 Horz:2-8=25,1-2=33,2-4=-28 Concentrated Loads(Ib) Vert:9=-107(F=-54,B=-54)10=107(F=53,B=-53)11=-211(F=-106,B=106)12=-60(F=-30,B=-30)13=36(F=-18,B=-18) 14=-60(F=-30,B=-30) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-27,2-4=-33,5-8=-10 Horz:2-8=-8,1-2=17,2-4=-11 Concentrated Loads(Ib) Vert:9=-60(F=-30,B=-30)10=59(F=-29,B=-29)11=163(F=82,B=-82)12=-60(F=-30,B=-30)13=-36(F=18,B=-18) 14=-60(F=-30,B=-30) • 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 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,Vii 53719. 110689878 713991 ' IFUO3 Diagonal Hip Girder 2 I Job Refe - - ..lion-I Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:05 2015 Page 2 ID:fe_LDeDPS_E 1 y9CFH8cJO?zgsUV-GINODrBtN WG8Jkj4fyORTUM2aWYUt4?DYrHMhRyV WJi LOAD CASES) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-4=-44,5-7=10 Concentrated Loads(Ib) Vert:8=62(F=31,B=31)9=36(F=18,B=18)10=26(F=13,B=13)11=4(F=2,B=2) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-14,2-4=-14,5-7=-30 Concentrated Loads(Ib) Vert:8=62(F=31,B=31)9=7(F=3,B=3)10=66(F=33,B=33)11=7(F=3,B=3) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=48,2-4=30,5-7=19 Horz:2-7=21,1-2=-56,2-4=-39 Concentrated Loads(Ib) Vert:8=7(F=3,B=3)9=110(F=55,B=55)10=77(F=39,B=39)11=2(F=1,B=1) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 • Uniform Loads(plf) Vert 1-2=19,2-4=26,5-7=19 Horz:2-7=-28,1-2=-27,2-4=-35 Concentrated Loads(lb) Vert 8=18(F=9,B=9)9=122(F=61,B=61)10=77(F=39,B=39)11=2(F=1,B=1) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=17,2-4=10,5-7=15 Horz:2-7=36,1-2=-31,2-4=-24 Concentrated Loads(Ib) Vert:8=65(F=32,B=32)9=169(F=84,B=84)10=89(F=44,B=44)11=13(F=7,B=7) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=13,2-4=6,5-7=15 Horz:2-7=-13,1-2=-27,2-4=-20 Concentrated Loads(Ib) Vert:8=76(F=38,B=38)9=180(F=90,B=90)10=89(F=44,B=44)11=13(F=7,B=7) 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=44,5-7=-6 Horz:2-7=18,1-2=45,2-4=-52 Concentrated Loads(Ib) Vert:8=-32(F=16,B=-16)9=72(F=36,B=36)10=147(F=74,B=74)11=72(F=36,B=36) 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=21,5-7=-6 Horz:2-7=-25,1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:8=32(F=16,B=16)9=136(F=68,B=68)10=147(F=74,B=74)11=72(F=36,B=36) 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=44,5-7=-6 Horz:2-7=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:8=-32(F=-16,B=-16)9=72(F=36,B=36)10=147(F=74,B=74)11=72(F=36,B=36) 11) 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=21,5-7=-6 Horz:2-7=-25,1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:8=32(F=16,B=16)9=136(F=68,B=68)10=147(F=74,B=74)11=72(F=36,B=36) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-4=23,5-7=-10 Horz:2-7=33,1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:8=27(F=13,B=13)9=131(F=65,B-65)10-159(F-79,B-79)11-83(F-42,B=42) 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=1,5-7=10 Horz:2-7=10,1-2=-22,2-4=-15 Concentrated Loads(Ib) Vert:8=90(F=45,B=45)9=194(F=97,B=97)10=159(F=79,B=79)11=83(F=42,B=42) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-2=-14,2-4=-14,5-7=10 Concentrated Loads(Ib) Vert:8=62(F=31,B=31)9=10(F=5,6=5)10=26(F=13,B=13)11=3(F=1,B=1) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 t t 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 teasing 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 ANSIr7P11 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. 713991 ' 11J03 Diagonal Hip Girder 2 1 Job Refere.ce(op4onall 110689878 Builders FiratSource, Jacksonville.FI 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:05 2015 Page 4 ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-GtNODrBtNWG8Jkj4fyORTUM2aWYUt4?DYrHMhRyVWJi • LOAD CASE(S) • Uniform Loads(plf) Vert:1-2=36,2-4=44,5-7=-6 Horz:2-7=18,1-2=-45,2-4=-52 Concentrated Loads(Ib) Vert:8=-219(F=-110,B=-110)9=258(F=129,B=129)10=-112(F=-56,B=-56)11=-62(F=-31,B=-31) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=14,2-4=21,5-7=-6 Horz:2-7=25,1-2=-22,2-4=-30 Concentrated Loads(Ib) Vert:8=-156(F=-78,B=78)9=194(F=97,B=97)10=-112(F=-56,B=-56)11=-62(F=-31,B=-31) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=31,2-4=23,5.7=10 Horz:2-7=33,1-2=-45,2-4=-37 Concentrated Loads(Ib) Vert:8=-161(F=-80,B=80)9=-200(F=100,B=-100)10=-100(F=50,B=-50)11=-51(F=-25,B=-25) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=1,5-7=-10 Horz:2-7=-10,1-2=-22,2-4=-15 Concentrated Loads(Ib) Vert:8=-97(F=-49,B=-49)9=-136(F=68,B=-68)10=-100(F=50,B=-50)11=-51(F=-25,B=-25) 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=-21,2-4=-26,5-7=9 Horz:2-7=27,1-2=-23,2-4=-18 Concentrated Loads(Ib) Vert:8=-79(F=-39,B=-39)9=-78(F=39,B=-39)10=-113(F=-56,B=-56)11=89(F=-45,B=-45) 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=-24,2-4=-29,5-7=9 Horz:2-7=9,1-2=-20,2-4=-15 Concentrated Loads(Ib) Vert:8=-70(F=-35,B=-35)9=-70(F=35,B=-35)10=-113(F=56,B=-56)11=-89(F=-45,B=-45) 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=-16,5-7=10 Horz:2-7=25,1-2=33,2-4=-28 Concentrated Loads(Ib) Vert:8=-107(F=-54,B=54)9=107(F=53,B=-53)10=-60(F=-30,B=-30)11=-36(F=-18,B=-18) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-27,2-4=-33,5-7=10 Horz:2-7=-8,1-2=17,2-4=11 Concentrated Loads(Ib) Vert:8=-60(F=30,B -30)9=-59(F -29,B=-29)10=-60(F=30,B=-30)11=-36(F=-18,B=-18) • 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 Mack 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,dehvery.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,WI 53719. 713991 ° T01A Roof Special 2 1 110689880 Job Reference(optional) i Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Oct 08 09:37:06 2015 Page 1 ID:fe_LDeDPS_E t ygCFH8cJQ?zgsUV-k3xmQABV8p07xulGD fvgohvCMwtdcXPMnV1 vDuyV WJh I -1-4-0 5-7-8 • 1-4-0 i 5-7-8 I • 2x4 I I Scale=1:14.2 _ 3 rg • 4.00 12 1 LIP MI 5 — N Y 2 "r4 — 4 4 '/ ■ 3x6 = 1 2.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loci) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.13 2-4 >492 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.11 2-4 >601 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) I Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x6 SP No.2 REACTIONS. (lb/size) 2=269/0-3-8 (min.0-1-8),4=156/0-5-0 (min.0-1-8) Max Horz 2=90(LC 8) Max Uplift 2=-196(LC 8),4=-125(LC 8) \\\ \\1 1 1 1 1///,// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \t�5-�? K. ///, NOTES- (6-8) : J� \LENS .••.$s ', 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for - • 34869 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — II ..4.../ i�1 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 I`7�..... _ will fit between the bottom chord and any other members. �/V�J 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 2 and 125 lb uplift at 0 • STATE,. •��/ joint 4. -- •5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' •' ,FL°RIDP ... V\�\ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any c •••....•• \ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // v/ �i�\\ 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //� O NIA`-\\ ��` 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard — October-8,201: t • ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbiiliy 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/7PIM Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 DOnofrio Drive,Matson,WI 53719. 110689881 713991 T02 Roof Special Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Oct 08 09:37:06 2015 Page 2 . ID:fe LDeDPS_E1ygCFH8cJ0?zgsUV-k3xmQABV8p0?xu1GDfvgOhvCUwrNcXPMnVIvDuyVWJh LOAD CASES) • 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-14,2-4=-30 Concentrated Loads(Ib) Vert:5=-180(B)6=180(B) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=45,2-3=28,2-4=19 Horz:1-2=-54,2-3=-36 Concentrated Loads(Ib) Vert 5=159(B)6=159(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=11,2-3=19,2-4=19 Horz:1-2=-20,2-3=27 Concentrated Loads(Ib) Vert:5=159(B)6=159(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,2-4=15 Horz:1-2=-29,2-3=-21 Concentrated Loads(Ib) Vert:5=163(B)6=163(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Veil:1-2=6,2-3=-2,2-4=15 Horz:1-2=-20,2-3=-12 Concentrated Loads(Ib) Vert:5=163(B)6=163(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,2-4=-6 Horz:1-2=-29,2-3=-36 Concentrated Loads(lb) Veit:5=184(B)6=184(B) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,2-4=-6 Horz:1-2=15,2-3=-23 Concentrated Loads(Ib) Vert:5=184(B)6=184(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,2-4=-6 Horz:1-2=-29,2-3=-36 Concentrated Loads(Ib) Vert:5=184(B)6=184(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,2-4=-6 Horz:1-2=-15,2-3=-23 Concentrated Loads(Ib) Vert:5=184(B)6=184(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,2-4=10 Horz:1-2=-29,2-3=-21 Concentrated Loads(Ib) Veil:5=188(B)6=188(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=1,2-3=-6,2-4=10 Horz:1-2=15,2-3=-8 • Concentrated Loads(Ib) Vert:5=188(B)6=188(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,2-4=-10 Concentrated Loads(Ib) Vert:5=-104(B)6=104(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=-22,2-3=-28,2-4=9 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:5=108(B)6=108(B) Continued on page 3 t f ® 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnotrio Drive.Madison.W 53719. 713991 102 Root Special Girder 1 1 Job Reference(optional) 110689881 Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:06 2015 Page 4 ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-k3xmQABV8p0?xulGDfvgOhvCUwrNcXPMnVI vDuyV WJh LOAD CASE(S) • Concentrated Loads(Ib) Vert:5=-71(B)6=-71(B) 29) 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=-22,2-3=-28,2-4=9 Horz:1-2=22,2-3=-16 Concentrated Loads(Ib) Vert:5=-205(B)6=-205(B) 30) 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=-29,2-3=-35,2-4=9 Horz:1-2=-15,2-3=-9 Concentrated Loads(Ib) Vert:5=-205(B)6=-205(B) 31) 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=-22,2-3=-28,2-4=-10 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:5=-187(B)6=-187(B) 32) 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(pit) Vert:1-2=-32,2-3=-38,2-4=-10 Horz:1-2=-12,2-3=-6 Concentrated Loads(Ib) Vert:5=-187(B)6=187(B) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabikty of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPH Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison,W1 53719. 713991 TO2A Roof Special Girder 1 110689882 Job Reference(optional) Builders Fir}tSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:07 2015 Page 2 ID:fe LDeDPS_E1ygCFH8cJQ?zgsUV-CGV8eWC7v7WrZ2sSnNQvZvRNEKADL_fW09mSIKyVWJg LOAD CASE'S) Concentrated Loads(Ib) Vert:6=-248(F)7=248(F) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,2-4=-30 Concentrated Loads(lb) Veil:6=180(F)7=180(F) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=28,2-4=-6 Horz:1-2=-54,2-3=36 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-3=19,2-4=-6 Horz:1-2=-20,2-3=27 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,2-4=10 Horz:1-2=-29,2-3=-21 Concentrated Loads(Ib) Vert:6=188(F)7=188(F) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=-2,2-4=-10 Horz:1-2=-20,2-3=-12 Concentrated Loads(Ib) Vert:6=188(F)7=188(F) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,2-4=-6 Horz:1-2=-29,2-3=-36 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pi) Vert:1-2=7,2-3=15,2-4=-6 Horz:1-2=15,2-3=-23 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,2-4=-6 Horz:1-2=-29,2-3=-36 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,2-4=-6 Horz:1-2=-15,2-3=-23 Concentrated Loads(Ib) Vert:6=184(F)7=184(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,2-4=-10 Hors:1-2=-29,2-3=-21 Concentrated Loads(Ib) Vert:6=188(F)7=188(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,2-4=-10 Horz:1-2=-15,2-3=-8 Concentrated Loads(Ib) Vert:6=188(F)7=188(F) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,2-4=10 Concentrated Loads(Ib) Vert:6=-104(F)7=-104(F) 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=-22,2-3=-28,2-4=-10 Horz:1-2=-22,2-3=-16 Continued on page 3 t h 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 buss 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 ANSURPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,58317Onofrio Drive,Madison,WI 53719. 110689882 713991 TO2A Roof Special Girder 1 1 Job Reference(optional) Builders FirgiSource, Jadcsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:07 2015 Page 4 IDfe_LDeDPS_E1ygCFH8cJQ?zgsUV-CGV8eWC7v7WrZ2sSnNQvZvRNEKADL fWO9mSIKyVWJg LOAD CASEtS) ' Uniform Loads(plf) Vert:1-2=1,2-3=-6,2-4=-10 Horz:1-2=-15,2-3=-8 Concentrated Loads(Ib) Vert:6=-71(F)7=71(F) 29) 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=22,2-3=-28,213=10 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:6=-187(F)7=-187(F) 30) 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=-29,2-3=-35,2-4=10 Horz:1-2=15,2-3=-9 Concentrated Loads(Ib) Vert:6=-187(F)7=-187(F) 31) 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=-22,2-3=-28,213=10 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:6=-187(F)7=-187(F) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-32,2-3=-38,2-4=10 Horz:1-2=-12,2-3=-6 Concentrated Loads(lb) Vert:6=-187(F)7=-187(F) • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buildng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolrio Drive,Madison,OA 53719. 110689884 ' 713991 a T04 Common 2 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Thu Oct 08 09:37:08 2015 Page 1 . IDfe LDeDPS_E1ygCFH8cJQ?zgsUV-gS3WrsDlgReiACRfK4x856_Zbkc04QtUEpWOHmyVWJf ' I 4-10-0 I 9-8-0 I ' ■ • 4-10-0 4-10-0 Scale=1:17.7 4x6 = 2 5.00 12 Pg � Ti Ti N wt 3 1 1 I g 1 2x4 I I 3x4 = 3x4 = I 4-10-0 I 9-8-0 I 4-10-0 4-10-0 Plate Offsets(X.Y)— 11:0-0-8.0-0-121.13:0-0-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.05 1-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.04 1-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:33 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 6-8-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=305/Mechanical,3=305/Mechanical Max Horz 1=-29(LC 13) Max Uplift 1=-178(LC 9),3=-178(LC 8) . \\\\\\c1 1 1111 1/////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `\\\ \v S S•k / ///, VV c.`(� TOP CHORD 1-2=-477/855,2-3=-477/855 `CENS�•• . BOT CHORD 1-4=-705/390,3.4=-705/390 WEBS 2-4=-380/173 = * •- NOTES- (8-11) / a 34869 1) Unbalanced roof live loads have been considered for this design. _ /`1 �1 : CC 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., 3 I'1 )-..•.. _ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for �/ _� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • I. • STATE OF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -• 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -.•.FC OR10 P' '\• v\ ■ will fit between the bottom chord and any other members. r/v0 ••••..••••!i \\" 5) Refer to girder(s)for truss to truss connections. 16://' Al... Ti �� 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt-lb) ////O'VI1 1\\\\\ 1=178,3=178. 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 11) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard October-8,201; t • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI.747J BEFORE USE. Design valid for use only with MTTek 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 responsibittity of the Julius Lee PE. erector.Additional permanent bracing of the oversa structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. • 110689885 713991 T05 Half Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:09 2015 Page 2 ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-8edv2CENRkmZoMOrunSNeKXeK7rOphzpTTFZgDyV WJe LOAD CASEtS) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,2-6=-10 Concentrated Loads(Ib) Vert:3=-117(B)9=-211(B)10=-117(B)11=-117(B)12=-117(B)13=-117(B)14=-117(B)15=24(B)16=-24(B)17=-24(B)18=-24(B)19=-24(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-5=-44,2-6=-10 Concentrated Loads(lb) Vert:3=95(B)9=-184(8)10=95(B)11=95(B)12=95(B)13=-95(B)14=-95(B)15=-24(B)16=-24(B)17=24(B)18=24(B)19=24(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(p1f) Vert 1-3=-14,3-5=-14,2-6=-30 Concentrated Loads(Ib) Vert:3=-30(B)9=236(B)10=-30(B)11=-30(B)12=-30(B)13=-30(B)14=-30(B)15=-71(B)16=-71(B)17=-71(B)18=-71(B)19=-71(B) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=28,3-5=28,2-6=19 Horz:1-2=-54,2-3=-36 Drag:3.4=-0 Concentrated Loads(Ib) Vert 3=76(B)9=279(B)10=76(B)11=76(B)12=76(B)13=76(B)14=76(B)15=44(B)16=44(B)17=44(B)18=44(B)19=44(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(p11) Vert 1-2=11,2-3=19,3-5=28,2-6=19 Horz:1-2=-20,2-3=-27 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=76(B)9=279(B)10=76(B)11=76(B)12=76(B)13=76(B)14=76(B)15=44(B)16=44(B)17=44(6)18=44(B)19=44(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-5=7,2-6=15 Horz:1-2=-29,2-3=-21 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=97(B)9=289(B)10=97(B)11=97(B)12=97(B)13=97(B)14=97(B)15=48(B)16=48(B)17=48(B)18=48(B)19=48(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=6,2-3=-2,3-5=7,2-6=15 Horz:1-2=-20,2-3=-12 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=97(B)9=289(B)10=97(B)11=97(B)12=97(B)13=97(B)14=97(B)15=48(B)16=48(B)17=48(B)18=48(B)19=48(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-5=15,2-6=-6 Horz:1-2=-29,2-3=-36 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=90(B)9=339(B)10=90(B)11=90(B)12=90(B)13=90(8)14=90(B)15=69(B)16=69(3)17=69(B)18=69(B)19=69(B) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,3-5=15,2-6=-6 Horz:1-2=-15,2-3=-23 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=90(B)9=339(B)10=90(B)11=90(3)12=90(B)13=90(B)14=90(B)15=69(B)16=69(B)17=69(B)18=69(B)19=69(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-5=15,2-6=-6 Horz:1-2=-29,2-3=-36 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=90(B)9=339(B)10=90(B)11=90(B)12=90(B)13=90(B)14=90(B)15=69(B)16=69(B)17=69(B)18=69(B)19=69(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(p11) Vert:1-2=7,2-3=15,3-5=15,2-6=-6 Horz:1-2=15,2-3=-23 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=90(B)9=339(B)10=90(8)11=90(B)12=90(B)13=90(B)14=90(B)15=69(B)16=69(B)17=69(B)18=69(B)19=69(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-5=-6,2-6=-10 Horz:1-2=-29,2-3=-21 Continued on page 3 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing Shown is for lateral support of individual web members only.Additional temporary 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 CYOnofrio Drive,Madison,1/14 53719. 110689885 713991 T05 Half Hip Girder 1 1 Job Reference(optionall Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:09 2015 Page 4 ID.fe_LDeDPS_E1y9CFH8cJQ?zgsUV-8edv2CENRkmZoMOrunSNeKXeK7rOphzpTTFzgDyVWJe LOAD CASE(S) 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=7,2-3=15,3-5=15,2-6=-6 Horz:1-2=15,2-3=-23 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=-46(B)9=105(B)10=46(B)11=-46(B)12=-46(B)13=-46(B)14=46(B)15=28(B)16=28(B)17=-28(B)18=28(B)19=-28(B) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-5=15,2-6=-6 Horz:1-2=-29,2-3=-36 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=-46(B)9=-105(B)10=-46(B)11=-46(B)12=-46(B)13=-46(B)14=-46(B)15=-28(B)16=-28(B)17=-28(B)18=-28(B)19=28(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=7,2-3=15,3-5=15,2-6=-6 Horz:1-2=-15,2-3=-23 Drag:3-4=-0 Concentrated Loads(Ib) Vert:3=-46(B)9=-105(B)10=46(B)11=-46(B)12=-46(B)13=-46(B)14=-46(B)15=-28(B)16=28(B)17=-28(B)18=28(B)19=28(B) 27) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-5=6,2-6=10 Horz:1-2=-29,2-3=-21 Concentrated Loads(Ib) Vert:3=-25(B)9=-96(B)10=-25(B)11=-25(B)12=-25(B)13=-25(B)14=-25(B)15=-24(B)16=-24(B)17=-24(B)18=-24(B)19=-24(B) 28) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,3-5=-6,2-6=10 Horz:1-2=-15,2-3=-8 Concentrated Loads(Ib) Vert:3=-25(B)9=-96(B)10=-25(B)11=-25(B)12=-25(B)13=-25(B)14=25(B)15=-24(B)16=24(B)17ur24(B)18=24(B)19=-24(B) 29) 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=-22,2-3=-28,3-5=-28,2-6=9 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:3=-78(B)9=-171(B)10=-78(B)11=-78(B)12=-78(B)13=-78(B)14=-78(B)15=-24(B)16=-24(B)17=-24(B)18=-24(B)19=-24(B) 30) 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=-29,2-3=-35,3-5=-28,2-6=9 Horz:1-2=-15,2-3=-9 Concentrated Loads(Ib) Vert:3=-78(B)9=-171(B)10=-78(B)11=-78(B)12=78(B)13=78(B)14=-78(B)15=24(B)16=-24(B)17=-24(B)18=-24(B)19=-24(B) 31) 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=-22,2-3=-28,3-5=-38,2-6=10 Horz:1-2=-22,2-3=-16 Concentrated Loads(Ib) Vert:3=-68(B)9=-144(B)10=-68(B)11=68(B)12=-68(B)13=-68(B)14=-68(B)15=-24(B)16=-24(B)17=-24(B)18=-24(B) 19=-24(B) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-32,2-3=-38,3-5=-38,2-6=10 Horz:1-2=-12,2-3=6 Concentrated Loads(Ib) Vert:3=-68(B)9=-144(B)10=-68(B)11=-68(B)12=-68(B)13=-68(B)14=-68(B)15=-24(B)16=-24(B)17=-24(B)18=-24(B) 19=-24(B) 4 ► ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability dung construction is the responsbilliy of the Julius Lee PE. erector.Additional permaneni i bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,deevery.erection and bracing,consult ANSIITPl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VN 53719. 713991 T07 Half Hip 1 1 110689887 Job Reference(optional) Builders FirgiSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:10 2015 Page 1 . ID:fe_LDeDPS_E 1 y9CFH8cJQ?zgsUVcrBHGYE?C2uQQVb1 SVzcAX3slcX8OYGc.yi7?7MfyV WJd I •144 I 51014 I 11-0-0 I 18-4-0 1$- 1-44 5-10-14 5-1-2 7-4-0 Scale=1:33.2 5x6 = 3x4 I I 4 5 T2 0 4.00 I.12 2X4 -�ilirr 3 n cb e'l in 2 41 OA B-1 v Ll 1 ea 8 7 I.• 6 MI *-7.1 3x6 % 3x4 = 3x6 = 6x8 = 9-0-0 I 18-4-0 19-74 9-0-0 9-4-0 0-3-b Plate Offsets(X,Y)— 12:0-3-14.0-1-81[6:0-3-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.41 6-8 >530 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.32 6-8 >664 180 BCLL 0.0 . Rep Stress Incr YES WB 0.37 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 REACTIONS. (lb/size) 6=571/0-5-0 (min.0-1-8),2=665/0-5-8 (min.0-1-8) Max Horz 2=158(LC 8) Max Uplift 6=-430(LC 8),2=-482(LC 8) \\\`\\\\1 1 1 I I////// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\`�\v5-. •/\• / /�/� TOP CHORD 2-3=1267/1913,34=-939/1671 �N \ • BOT CHORD 2-8=1965/1152,7-8=-1183/694,6-7=-1183/694 \CEN.SF' •�� i WEBS 3-8=-354/395,4-8=-931/412,46=736/1249 — •NOTES- (7-9) * a 34869 * — 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., _ -� j'/ �� ; GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for —n f'1 /a••••.. _ reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 --N \/l/U• 2) Provide adequate drainage to prevent water ponding. 0 •3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %. STATE OF --. L.L.,-...-4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ••••E OR10 N will fit between the bottom chord and any other members. / .r•.. ..• \�� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ///v'O N A\.- ��\ 6=430,2=482. ///!!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 October-8,201: � t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUiPIt Quality Criteria,DSB-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'OnoMo Drive,Madison,W 153719. 713991 T09 Half Hip 11 1 110689889 Job Reference(optional) Builders FirytSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:11 2015 Page 1 • ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-41 kfTuFdzMOH1fAEOCUr jlcjxTyHgP6xnkgu5yVWJc 14-0 7-6-0 15-0.0 18-4-0 1 -¢ .-114-4.0-° 1 7.6.0 I 7-6-0 i 3-4-0 5� 54 = 2x4 11 Scale=1:35.4 5 6 T3 p CJ 4x6 2x4 \\4 vi 4.00 I. 3 .o, :i u \V\W4 di 2 6 ►; D1 t�7 j 4 I D2 iii ►t 9 8 7 3x6= 3x4= 3x6 = 6x8= I 9-0-0 I 18-0-0 1&-7r0 9-0-0 9-4-0 0-'3-O Plate Offsets(X.Y)— [2:0-3-0.Edge].[4:0-3-0,Edge],[7:0-3-8,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.42 7-9 >508 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.34 7-9 >637 180 BCLL 0.0 • Rep Stress Incr YES WB 0.53 Horz(TL) -0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-9 REACTIONS. (lb/size) 7=571/0-5-0 (min.0-1-8),2=665/0-5-8 (min.0-1-8) Max Horz 2=206(LC 8) Max Uplift 7=-442(LC 8),2=-470(LC 8) \\\``,`1 1 1 1 I I 1 1!111// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �"' \v5•S \, / //// TOP CHORD 2-3=-1218/1813,3-4=-990/1707,4-5=-978/1727 ∎� i BOT CHORD 2-9=-1936/1099,8-9=-489/308,7-8=-489/308 \�J 10ENSF .�� WEBS 3-9=-428/454,5-9=-1571/733,5-7=-563/853 = * • NOTES- (7-9) / • 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., —-0 / j r� GCpi=0. 18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for — _ reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. ill STATE, LU 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. -- I. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ••••FC ORIOP.•' 0\ will fit between the bottom chord and any other members. �vs1 ••••••• `�`\\� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) // �p 7=442,2=470. /,,// 11110\\\\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-8,201: 1 ► A WARNING-Verify design parameters and READ NOTES ON TtfIS AND INCLUDED MITER REFERENCE PAGE MR-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 overaN structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage.delivery,erection and bracing.consult ANSI TPI1 Quality Criteria,OSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 DOnofrio Drive,Madison,WI 53719. I 1 Job Reference(optional) 713991 T11 Roof Special 15 110689891 • Builders FirytSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Od 08 09:37:12 2015 Page 1 . ID:fe LDeDPS_E1ygCFH8cJQ?zqsUV-ZDI1hEGGkf88fpIQZw04Gy9AZLpV051F9RUDQXyVWJb -1-4-0 6-6-11 + I 12-3.9 18-4-0 1:-N3 9-p • 1.4-0 6-6-11 5-8-15 6-0-7 5 2x4 II Scale=1:39.5 6 V 3x4 5 36 I 4.00 ' 2x4 3 10 ,1 1111 r= !% . 2 .-NN\ ,. NM d �� ►I d F. 9 8 7 im 3x8' 3x4 = 3x6= 6x8 = 9-0-0 I 18-4-0 1 -7-0 I 9-0-0 9-4-0 0i3-b Plate Offsets(X.Y)— 12:0-3-14.0.1-8],17:0-3-8.0301 LOADING (psi) 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) 0.42 7-9 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) 0.34 7-9 >640 180 BCLL 0.0 • Rep Stress Incr YES WB 0.70 Horz(TL) -0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:90 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 7=571/0-5-0 (min.0-1-8),2=665/0-5-8 (min.0-1-8) Max Horz 2=244(LC 8) Max Uplift 7=-453(LC 8),2=-458(LC 8) \\\``\``\1 1 I 1 1 1!/,//, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\` �v S•S• \• //// TOP CHORD 2-3=-1237/1784,3-4=-943/1586,4-5=-853/1600 "\ J\,' EN •'<<' �� BOT CHORD 2-9=1975/1119,8-9=-981/580,7-8=-981/580 1C SF •. i WEBS 3-9=-354/386,5-9=-1118/484,5-7=-694/1159 = * •- NOTES- (6-8) _ ./ • 34869 • 1)Wind:ASCE 7-10;Vult=13Omph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., _ -D �� / GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for — .- reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U • .: 4., -- 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 STATE OF •�, \ will fit between the bottom chord and any other members. F[OR)0 P� - � 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /4//6-1/1,..,././'1 ! �� 7=453,2=458. Ti �� 5)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///NIA`-`\�::\ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard - October 8,201: • A WARNING-Verity 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 sham,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 ANSIJTP11 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton Beach,FL 33435 713991 Common I 068989 f Job Reference(optional) Builders FirptSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:14 2015 Page 1 ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-VcQn6vHWFHOsu7vphL2YLNEaXBdMUz1 YdIzKVQyV WJZ 1-4-0 5-8-8 11-1-8 16-6-8 22-3-0 23-7-0 • •I 1-4-0 I 5-8-8 I 5-5-0 I 5-5-0 I 5-8-8 11-4-0 • 4x6 I I Scale=1:51.8 • 4 11 7.00 I 12 4x6 i 4x8 3 5 • �1 1 .il 3x4 I I 3x4 I I 2 r. 6 Co 11 13 10 14 9 C. 12 8 6x8= 3x4 = 3x6= 3x4 = 6x8 = I 7-6-3 I 14$13 I 22-3-0 7-6-3 7-2-11 7-6-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.13 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.17 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=787/0-3-8 (min.0-1-8),8=787/0-3-8 (min.0-1-8) Max Horz 12=265(LC 10) Max Uplift 12=-218(LC 12),8=-218(LC 13) �\\\IIIIIs/// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� ``c // TOP CHORD 3-4=-844/554,4-5=-844/555,2-12=-324/285,6-8=-324/285 \\\ \V?• •`� / ////•BOT CHORD 11-12=286/740,11-13=-124/552,10-13=124/552,10-14=-124/552,9-14=-124/552,8-9=-274/659 S\ --``\' ••` /j WEBS 49=196/324,4-11=-196/324,3-12=-777/333,5-8=-777/333 \�v \CENSF .�� NOTES- (7-9) -.. * • •/ e 34869 1) Unbalanced roof live loads have been considered for this design. r 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., _ -D /`/ / • GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces& _ I _ MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 • STATE OF • 4) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members,with BCDL=5.Opsf. •••FC OR1D ,•• Q, \∎ 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) / �(1 \\ 12=218,8=218. // / ` \\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ////ill°N. .— 0\\ \\�\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard • October-8,201', t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSOPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 O'Onofrio Drive,Madison,yN 53719. 110689894 713991 T14 Common Girder 1 2 Job Reference(option) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Oct 08 09:37:16 2015 Page 2 ID:fe LDeDPS_E1ygCFH8cJQ?zgsUV-R?WWbJmnuea8Q2Bom40QoJv?yHVyrRr43SRaJyVWJX NOTES- (13-15) 12) Hanger(s')or other cdnnection device(s)shall be provided sufficient to support concentrated load(s)1753 lb down and 1211 lb up at 7-0-12,830 lb down and 298 lb up at • 9-0-12,1325 lb down and 139 lb up at 11-0-12,1206 lb down and 71 lb up at 13-0-12,1206 lb down and 71 lb up at 15-0-12,1206 lb down and 71 lb up at 17-0-12,and 1204 lb down and 73 lb up at 19-0-12,and 1204 lb down and 73 lb up at 21-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) 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. 14) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 15) 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:1-2=-54,2-4=-54,4-6=-54,7-12=10 Concentrated Loads(Ib) Vert:10=1034(F)14=1753(F)15=-814(F)16=-1025(F)17=-1025(F)18=1025(F)19=-1022(F)20=-1022(F) 2) Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-44,2-4=-44,4-6=-44,7-12=10 Concentrated Loads(Ib) Vert:10=-1325(F)14=-1480(F)15=-830(F)16=-1206(F)17=-1206(F)18=-1206(F)19=-1204(F)20=-1204(F) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-4=-14,4-6=-14,7-12=30 Concentrated Loads(Ib) Vert:10=654(F)14=1217(F)15=537(F)16=-647(F)17=647(F)18=-647(F)19=646(F)20=-646(F) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=-10,4-6=17,7-12=-6 Horz:1-2=-16,2-4=1,4-6=25 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-4=17,4-6=-10,7-12=-6 Horz:1-2=-18,2-4=-25,4-6=-1 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-4=-30,4-6=-4,7-12=-10 Horz:1-2=9,2-4=16,4-6=10 Concentrated Loads(Ib) Vert:10=139(F)14=1211(F)15=298(F)16=71(F)17=71(F)18=71(F)19=73(F)20=73(F) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=4,2-4=-4,4-6=-30,7-12=-10 Horz:1-2=-18,2-4=-10,4-6=-16 Concentrated Loads(Ib) Vert:10=139(F)14=1211(F)15=298(F)16=71(F)17=71(F)18=71(F)19=73(F)20=73(F) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,46=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 11) 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=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36 Concentrated Loads(Ib) Vert:10=135(F)14=1207(F)15=294(F)16=67(F)17=67(F)18=67(F)19=69(F)20=69(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-6=-6,7-12=-10 Horz:1-2=-29,2-4=-21,4-6=8 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 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'Onofno Drive,Madison,M A 53719. - 110689894 713991 T14 Common Girder 1 2 Job Reference(option-It Builders FiretSource. Jadisonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:16 2015 Page 4 ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-R?W WbJmnuea8Q2Bom40QoJv?yHVyrRr43SRaJyV WJX LOAD CASES) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-4=-4,4-6=-30,7-12=-10 Horz:1-2=-18,2-4=-10,4-6=16 Concentrated Loads(Ib) Vert:10=-462(F)14=-1295(F)15=-243(F)16=-598(F)17=-598(F)18=-598(F)19=-597(F)20=-597(F) 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=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23 Concentrated Loads(Ib) Vert:10=-466(F)14=-1299(F)15=-247(F)16=-602(F)17=-602(F)18=-602(F)19=-601(F)20=-601(F) 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=15,4-6=28,7-12=6 Horz:1-2=15,2-4=-23,4-6=36 Concentrated Loads(Ib) Vert:10=-466(F)14=-1299(F)15=-247(F)16=-602(F)17=-602(F)18=-602(F)19=-601(F)20=-601(F) 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=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23 Concentrated Loads(Ib) Vert:10=-466(F)14=-1299(F)15=-247(F)16=-602(F)17=-602(F)18=-602(F)19=601(F)20=-601(F) 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=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36 Concentrated Loads(Ib) Vert:10=-466(F)14=-1299(F)15=-247(F)16=602(F)17=-602(F)18=602(F)19=601(F)20=-601(F) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-6=-6,7-12=-10 Horz:1-2=-29,2-4=-21,4-6=8 Concentrated Loads(Ib) Vert:10=-462(F)14=-1295(F)15=-243(F)16=-598(F)17=-598(F)18=-598(F)19=-597(F)20=-597(F) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-4=-6,4-6=7,7-12=-10 Horz:1-2=15,2-4=-8,4-6=21 Concentrated Loads(Ib) Vert:10=-462(F)14=-1295(F)15=-243(F)16=598(F)17=-598(F)18=598(F)19=597(F)20=-597(F) 33) 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=-51,2-4=-56,4-6=36,7-12=-10 Horz:1-2=7,2-4=12,4-6=8 Concentrated Loads(Ib) Vert:10=-1080(F)14=1632(F)15=-655(F)16=-1096(F)17=-1096(F)18=-1096(F)19=-1094(F)20=-1094(F) 34) 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=-31,2-4=-36,4-6=-56,7-12=-10 Horz:1-2=13,2-4=-8,4-6=12 Concentrated Loads(Ib) Vert:10=1080(F)14=-1632(F)15=-655(F)16=-1096(F)17=-1096(F)18=-1096(F)19=-1094(F)20=-1094(F) 35) 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=-22,2-4=-28,4-6=38,7-12=-10 Horz:1-2=22,2-4=-16,4-6=6 Concentrated Loads(Ib) Vert:10=-1080(F)14=-1632(F)15=-655(F)16=-1096(F)17=-1096(F)18=-1096(F)19=-1094(F)20=-1094(F) 36) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-32,2-4=-38,4-6=-28,7-12=-10 Horz:1-2=-12,2-4=-6,4-6=16 Concentrated Loads(Ib) Vert:10=1080(F)14=-1632(F)15=-655(F)16=-1096(F)17=-1096(F)18=-1096(F)19=-1094(F)20=-1094(F) ► 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing.consult ANSUTPII Quality Criteria,DS1389 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,VA 53719. 110689896 713991 •16 Common Girder 1 2 Job Regertce_(Optional) Builders FirftSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:18 2015 Page 1 ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-NNlxHLOJVuINkCawA6UVDOEJmxOQtuBYNxYeByVWJV I -1-4-0 I 6-9-0 I 13-6-0 I • 1-4-0 6-9-0 6-9-0 • 4x6 = Scale=1:36.2 3 • 7.00 12 3x8 3x8 ' 2 it �! m ■ ■A �� . N ■ Ltd ■ _ i4 8 6 9 10 11 Cr 7 _ 5 6x10 MT18H I I 7x8 — 6x10 MT18H I I I 6-9-0 I 13-6-0 I 6-9-0 6-9-0 Plate Offsets(X,Y)— [5:Edge,0-5-8],[6:0-4-0,0-4-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.21 5-6 >745 180 MT18H 244/190 BCLL 0.0 ' Rep Stress!nor NO WB 0.42 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:182 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 2x6 SP SS except end verticals. WEBS 2x4 SP No.3*Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W1:2x6 SP No.2 REACTIONS. (Ib/size) 7=2047/0-3-8 (min.0-1-8),5=3295/0-3-8 (min.0-2-0) Max Horz Max Uplift 7=-1123(LC 8),5=1035(LC 9) \\�`\`I 1 I 1 1!1/1,/ �7/ Max Gray 7=2047(LC 1),5=3394(LC 2) \\__\``�\ zt,S r / .//< FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \�v 10EN$F `.�.(� �� TOP CHORD 2-3=-2556/1335,3-4=-2549/1326,2-7=-2069/1020,4-5=-1833/1009 - • BOT CHORD 7-8=-285/246,6-8=-285/246,6-9=-73/659,9-10=-73/659,10-11=-73/659,5-11—73/659 * a 34869‘a• WEBS 3-6=-1204/2186,2-6=1050/2095,4-6=-1110/1582 _ NOTES- (11-13) — f`7 /a..•. 1) 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: „ - ��JJ Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. STATE OF i 41:__ Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. .- Webs connected as follows:2x4-1 row at 0-9-0 oc. •••E.t ORION.. • 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 / S(1 •••-.••• \\� ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. //////O N AL \\\ 3) Unbalanced roof live loads have been considered for this design. ////!i!I l I \\\ 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=1123,5=1035. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1569 lb down and 1608 lb up at 6-0-12,806 lb down and 200 lb up at 8-0-12,and 1209 lb down and 53 lb up at 10-0-12,and 1204 lb down and 62 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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 Q reASIF(faee 2 October-8,201 f • t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VN 53719. 110689896 713991 T16 Common Girder 1 2 Job Reieterce_(optional) Builders FirytSource, Jacksoavilb.Fl 32244 7.640 s Oct 7 2015 MTTek Industries,Inc.Thu Oct 08 09:37:19 2015 Page 3 IDfe LDeDPS_E1ygCFH8cJQ?zqsUV-rZDg9dLf4p08?unmUuej2RxP39Hd9K7Hm1g5AdyVWJU LOAD CASEI(S) ' Uniform Loads(plf) Vert:1-2=14,2-3=-14,3-4=-14,5-7=-10 Concentrated Loads(Ib) Vert:8=-591(B)9=-390(B)10=-930(B)11=929(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=51,2-3=-56,3-4=-36,5.7=10 Horz:1-2=7,2-3=12,3-4=8,2-7=23 Concentrated Loads(lb) Vert:8=832(B)9=107(B)10=-43(B)11=36(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=-31,2-3=-36,3-4=-56,5-7=10 Horz:1-2=13,2-3=-8,3-4=12,2-7=-6 Concentrated Loads(Ib) Vert:8=832(B)9=107(B)10=-43(B)11=-36(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=-22,2-3=-28,3-4=-38,5-7=10 Horz:1-2=-22,2-3=-16,3-4=6,2-7=18 Concentrated Loads(Ib) Vert:8=832(B)9=107(B)10=-43(B)11=-36(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=-32,2-3=-38,3-4=-28,5-7=10 Horz:1-2=-12,2-3=-6,3-4=16,2-7=-3 Concentrated Loads(Ib) Vert:8=832(B)9=107(B)10=-43(B)11=-36(B) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-3=-54,3-4=-14,5-7=10 Concentrated Loads(Ib) Vert:8=-1569(B)9=-806(B)10=1025(B)11=-1019(B) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=14,2-3=-14,3-4=-54,5-7=10 Concentrated Loads(Ib) Vert:8=-1569(B)9=-806(B)10=1025(B)11=-1019(B) 21) 3rd Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-3=-44,3-4=-14,5-7=10 Concentrated Loads(Ib) Vert:8=-1325(B)9=-749(B)10=1209(B)11=-1204(B) 22) 4th Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-3=-14,3-4=-44,5-7=-10 Concentrated Loads(Ib) Vert:8=-1325(B)9=-749(B)10=1209(B)11=-1204(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=8,2-3=-10,3-4=17,5-7=-6 Horz:1-2=-16,2-3=1,3-4=25,2-7=16 Concentrated Loads(Ib) Vert:8=-1190(B)9=-292(B)10=-553(B)11=583(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=10,2-3=17,3-4=-10,5-7=-6 Horz:1-2=-18,2-3=-25,3-4=-1,2-7=-23 Concentrated Loads(Ib) Vert:8=-1190(B)9=-292(B)10=553(B)11=583(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=-23,2-3=-30,3-4=-4,5-7=-10 Horz:1-2=9,2-3=16,3-4=10,2-7=31 Concentrated Loads(Ib) Vert:8=-1186(B)9=-288(B)10=549(B)11=-579(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=4,2-3=-4,3-4=-30,5-7=-10 Horz:1-2=-18,2-3=10,3-4=-16,2-7=-8 Concentrated Loads(Ib) Vert:8=-1186(B)9=-288(B)10=549(B)11=-579(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=20,2-3=28,3-4=15,5-7=-6 Horz:1-2=-29,2-3=-36,3-4=23,2-7=9 Continued_on page 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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,deivery,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'Onolrio Drive,Madison,W 53719: 713991 117 Flat Girder ll l 1 I 1 110689897 • Job Reference(optional) Builders Fa/Source, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:20 2015 Page 1 IDte LDeDPS_EtygCFH8cJQ?zqsUV-Kmn3MzMHr79?c2Mylb9yaeUUiZbquidQ?hQej4yVWJT I 6-6-4 I 12-10-12 I 19-3-3 I 25-9-7 I • 6-6-4 6-4-8 6-4-8 6-6-4 5x6=ill Scale=1:44.0 1 Y T Y ; 2x6 3 x 244 I I 7 4 5 6.I I; 13 Is .8 all CI ryV1 L: 0 kilt w1 - w1 • w1 ID El ;' If - • ,Di V OI T; I _ Alc 12 25 26 27 28 11 ± ' 31 10 9 32 33 8 34 35 36 7 3 x 6 I I 3x8= 3x8 =3x6 3x8 = 3x6 II I 6-6-4 I 12-10-12 I 19-3-3 } 25-9-7 6-6-4 6-4-8 6-4-8 66.4 Plate Offsets(X.Y)- [8:0-3-8,0-1-81.[11:0-3-8.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.20 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.20 8-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.72 Horz(TL) -0.04 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt 1-12,6-7,1-11,6-8 REACTIONS. (lb/size) 12=1579/Mechanical,7=1484/Mechanical Max Uplift 12=1598(LC 4),7=-1433(LC 4) Max Gray 12=1641(LC 29),7=1497(LC 29) \\\``1``)ICI 1101 1 1/�1,/// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\ \v?•J•r\, ///� TOP CHORD 1-12=-1533/1544,1-13=-1527/1476,13-14=-1527/1476,14-15=-1527/1476, �� j 15-16=-1527/1476,2-16=1527/1476,2-17=-1961/1892,17-18=-1961/1892, `�J 10ENSF '�� i 3-18=-1961/1892,3-4=-1961/1892,4-19=-1961/1892,19-20=-1961/1892, ` 20-21=-1961/1892,5-21=-1961/1892,5-22=1507/1453,22-23=-1507/1453, / a 34 869 f 23-24=-1507/1453,6-24=-1507/1453,6.7=1424/1408 r - BOT CHORD 11-29=-1476/1527,29-30=-1476/1527,30-31=-1476/1527,10-31=-1476/1527, _ -D /'/ I • 9-10=-1453/1507,9-32=-1453/1507,32-33=-1453/1507,8-33=-1453/1507 �/ , WEBS 1-11=-1870/1935,2-11=-1037/1108,2-10=537/562,4-10=-574/630,5-10=-567/588, 5-8=1032/1098,6-8=-1848/1916 4.. STATE OF • _��NOTES- (10-13) •(� '•.FLORION ('. 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., / S(1 \\ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 // 1 2) Provide adequate drainage to prevent water ponding. g p //,,O NIA`-,\ ��\ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=1598,7=1433. 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)145 lb down and 176 lb up at 0-11-12,145 lb down and 176 lb up at 1-11-12,145 lb down and 176 lb up at 3-11-12,145 lb down and 176 lb up at 5-11-12,145 lb down and 176 lb up at 7-11-12,145 lb down and 176 lb up at 9-11-12,145 lb down and 176 lb up at 11-11-12,145 lb down and 176 lb up at 13-11-12,145 lb down and 176 lb up at 15-11-12,145 lb down and 176 lb up at 17-11-12,145 lb down and 176 lb up at 19-11-12,and 145 lb down and 176 lb up at 21-11-12,and 145 lb down and 176 lb up at 23-11-12 on top chord,and 53 lb down and 39 lb up at 0-11-12,53 lb down and 39 lb up at 1-11-12,53 lb down and 39 lb up at 3-11-12,53 lb down and 39 lb up at 5-11-12,53 lb down and 39 lb up at 7-11-12,53 lb down and 39 lb up at 9-11-12,53 lb down and 39 lb up at 11-11-12,53 lb down and 39 lb up at 13-11-12,53 lb down and 39 lb up at 15-11-12,53 lb down and 39 lb up at 17-11-12,53 lb down and 39 lb up at 19-11-12,and 53 lb down and 39 lb up at 21-11-12,and 53 lb down and 39 lb up at 23-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on page 2 October-8,201! i t f 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 sROw n,and is for an individual building component. Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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,1M 53719. • 713991 T17 IFlelGirder 1 1 110689897 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Thu Oct 08 09:37:20 2015 Page 3 ID fe_LDeDPS_E 1 ygCFH8cJQ?zgsUV-Kmn3MzMHr79?c2My 1 b9yaelJUiZbquidQ?hQej4yV WJT LOAD CASE7iS) • Uniform Loads(plf) Vert:1-6=7,7-12=10 Concentrated Loads(Ib) Vert:3=176(B)9=39(B)13=176(B)14=176(B)15=176(B)16=176(B)17=176(B)18=176(B)19=176(B)20=176(B)21=176(B)22=176(B)23=176(B)24=176(B) 25=39(B)26=39(B)27=39(B)28=39(B)29=39(B)30=39(B)31=39(B)32=39(B)33=39(B)34=39(B)35=39(B)36=39(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=7,7-12=10 Concentrated Loads(Ib) Vert:3=176(B)9=39(B)13=176(B)14=176(B)15=176(B)16=176(B)17=176(B)18=176(B)19=176(B)20=176(B)21=176(B)22=176(B)23=176(B)24=176(B) 25=39(B)26=39(B)27=39(B)28=39(B)29=39(B)30=39(B)31=39(B)32=39(B)33=39(B)34=39(B)35=39(B)36=39(8) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 PIt.metal=0.90 Uniform Loads(plf) Vert:1-6=-14,7-12=10 Concentrated Loads(Ib) Vert:3=-23(B)9=-19(B)13=-23(B)14=-23(B)15=-23(B)16=-23(B)17=-23(B)18=-23(B)19=23(B)20=23(B)21=23(B)22=-23(B)23=-23(B)24=-23(B) 25=-19(B)26=-19(B)27=-19(B)28=-19(B)29=19(B)30=-19(B)31=-19(B)32=-19(B)33=-19(B)34=-19(B)35=-19(B)36=-19(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:1-6=-28,7-12=10 Concentrated Loads(Ib) Vert:3=130(B)9=27(B)13=130(B)14=130(B)15=130(B)16=130(B)17=130(B)18=130(B)19=130(B)20=130(B)21=130(B)22=130(B)23=130(B)24=130(B) 25=27(B)26=27(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B)33=27(B)34=27(B)35=27(B)36=27(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:1-6=-28,7-12=10 Concentrated Loads(Ib) Vert:3=130(B)9=27(B)13=130(B)14=130(B)15=130(B)16=130(B)17=130(B)18=130(B)19=130(B)20=130(B)21=130(B)22=130(B)23=130(B)24=130(B) 25=27(B)26=27(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B)33=27(B)34=27(B)35=27(B)36=27(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:1-6=-28,7-12=10 Concentrated Loads(Ib) Vert:3=130(B)9=27(B)13=130(B)14=130(B)15=130(B)16=130(B)17=130(B)18=130(B)19=130(B)20=130(B)21=130(B)22=130(B)23=130(B)24=130(B) 25=27(B)26=27(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B)33=27(B)34=27(B)35=27(B)36=27(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:1-6=-28,7-12=10 Concentrated Loads(Ib) Vert:3=130(B)9=27(B)13=130(B)14=130(B)15=130(B)16=130(B)17=130(B)18=130(B)19=130(B)20=130(B)21=130(B)22=130(B)23=130(B)24=130(B) 25=27(B)26=27(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B)33=27(B)34=27(B)35=27(B)36=27(B) 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=28,7-12=-6 Concentrated Loads(Ib) Vert:3=-145(B)9=-47(B)13=-145(B)14=-145(B)15=-145(B)16=145(B)17=-145(B)18=-145(B)19=-145(B)20=-145(B)21=-145(B)22=-145(B)23=-145(B) 24=-145(B)25=47(B)26=-47(B)27=-47(B)28=-47(B)29=-47(B)30=-47(B)31=-47(B)32=47(B)33=47(B)34=47(B)35=47(B)36=-47(B) 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=28,7-12=-6 Concentrated Loads(lb) Vert:3=-145(B)9=47(B)13=-145(B)14=-145(B)15=-145(B)16=-145(B)17=-145(B)18=-145(B)19=-145(B)20=-145(B) 21=-145(B)22=-145(B)23=-145(B)24=-145(B)25=47(B)26=-47(B)27=-47(B)28=-47(B)29=-47(B)30=-47(B)31=47(B) 32=47(B)33=47(B)34=47(B)35=47(B)36=47(B) 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=7,7-12=10 Concentrated Loads(lb) Vert:3=-125(B)9=-43(B)13=-125(B)14=-125(B)15=-125(B)16=-125(B)17=-125(B)18=-125(B)19=125(B)20=125(B) 21=-125(B)22=-125(B)23=-125(B)24=-125(B)25=-43(B)26=-43(B)27=-43(B)28=43(B)29=43(B)30=43(B)31=43(B) 32=43(B)33=43(B)34=43(B)35=43(B)36=43(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=7,7-12=10 Concentrated Loads(Ib) Vert:3=-125(B)9=43(B)13=125(B)14=-125(B)15=-125(B)16=-125(B)17=-125(B)18=-125(B)19=125(B)20=-125(B) 21=-125(B)22=-125(B)23=-125(B)24=-125(B)25=-43(B)26=-43(B)27=-43(B)28=43(B)29=43(B)30=43(B)31=-3(B) 32=43(B)33=-43(8)34=43(B)35=43(B)36=43(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=28,7-12=-6 Concentrated Loads(Ib) Vert:3=-145(B)9=-7(B)13=-145(B)14=-145(B)15=-145(B)16=-145(B)17=-145(B)18=-145(B)19=-145(B)20=-145(B) 21=-145(B)22=-145(B)23=-145(B)24=-145(B)25=47(B)26=47(B)27=-47(B)28=47(B)29=47(B)30=47(B)31=-47(B) 32=-47(B)33=47(B)34=47(B)35=-47(B)36=47(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 4 • A, WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbitlity 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. 713991 T18 (Half Hip 1 1 110689896 • ll Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Thu Oct 08 09:37:21 2015 Page 1 ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-oyLRaJNvcQHsECx9bJgB7s0kUzyXdFeaEL9CFWyVWJS 1, 7.8-15 1 13-7-15 1 19-10-7 1 25-9-7 1 • 7-8-15 5-11-0 6-2-8 5-11-0 Scale=1:45.3 5x10 MT18H= 3x4 = 3x6 2x4 II 3x4= 2 .i2 3 4 5 T3 • 7.00 12 iNli W4 W4 if ti 1' t 5x6 i ' N W1 kV N 132— MN,. 10 12 9 13 8 14 15 1 3x6 = 3x4= 2x6 II 3x8 = 6x8 = l 7-8-15 I 16-9-3 1 25-9-7 l 7-8-15 9-0-4 9-0-4 Plate Offsets(X.Y)— [1:Edge.0-1-121.(2:0-7-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.16 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 7-8 >999 180 MT18H 244/190 BCLL 0.0 ' Rep Stress!nor YES WB 0.35 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, T1:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-10,5-7 REACTIONS. (lb/size) 7=816/Mechanical,11=816/Mechanical Max Horz 11=162(LC 12) \\ 1►t l i l l/// Max Uplift 7=-285(LC 9),11=190(LC 9) \\\ c oc (/c� /// Max Gray 7=820(LC 2),11=816(LC 1) \\-`�\3?....- / /// VV ``"s �, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ∎ . \CENS$ •' •• TOP CHORD 1-2=-932/492,2-3=-716/518,3-0=771/473,4-5=-771/473,1-11=-780/452 - * •, BOT CHORD 10-11=-298/297,10-12=-573/831,9-12=-573/831,9-13=-573/831,8-13=-573/831, / . 34869 8-14=-403/596,14-15=-403/596,7-15=-403/596 WEBS 5-8=162/400,5-7=-871/597,1-10=-229/640 --D /id r5%'*-. • NOTES- (9-12) - ""J 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., - 0 STATE OF GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gripDOL=1.60 •(1'•. ��ORIO ' . 0 2) Provide adequate drainage to prevent water ponding. /./616,./' tJ 5 .1";. ..• �\ 3)All plates are MT20 plates unless otherwise indicated. // 1 G 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //1 "//1111‘"f Y�� \\\\ 5) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=285,11=190. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 12) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard October-8,201: 1 • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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,defvery.erection and bracing.consult ANSVTPl1 Quality Criteria,DS&89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofra Drive,Madison,WI 53719. • 713991 120 Attic 1 1 110689900 Job Reference(optional) Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Oct 08 09:37:22 2015 Page 1 ID:fe_LDeDPS_E 1 ygCFH8cJQ?zqsUV-G8vpnfOXNkPjsLWL9OBQg3Zt2NInMfl jS?vinyyV WJR • 7-10-8 9-1-4 12-0-0 i 14-0-8 i 16.11-4 118.2-0 I 25-9-7 1 7-10-8 1-2-12 2-10-12 2-0-8 2-10-12 1-2-12 7-7-7 4x6 = Scale=1:53.8 4x6= 4 5•�7it7. 3x4 3x4 = 7.00 12 2x4 II 3 6 2x4 II 2 "' 7 14 i : 3x4 I I i N 5x8 ! N 5x8�� 8 id, „Li iP. :l.... N 049. iallingillis ii......irillirli `j: . tt� az t� 13 12 17 10 9 3x4 I I 8x10 = 5x10 MT18H= 8x10 = 3x4 I I 1 7-10-8 } 18-2-0 1 25-9-7 7-10-8 10-3-8 7-7-7 Plate Offsets(X,Y)- [4:0-3-0,0-1-121,[5:0-3-0.0-1-121,[10:0-3-4.0-4-01.112:0-3-8,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.32 10-12 >940 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.55 10-12 >552 180 MT18H 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Attic -0.26 10-12 481 360 Weight:169 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, T1:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except* JOINTS 1 Brace at Jt(s):14 W1,W7:2x6 SP No.2 REACTIONS. (lb/size) 13=1025/Mechanical,9=1029/Mechanical \\\\1 1 1 I I 1/// Max Horz 13=183(LC 9) \\ ````c O /e /// Max Uplift 13=-56(LC 12),9=-52(LC 13) �� `v?•J \, / //,•Max Gray 13=1249(LC 20),9=1257(LC 21) N\ J ,CENS• �� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1647/281,2-3=1269/392,6-7=1269/391,7-8=-1644/284,1-13=-1247/290, - / e 34869 8-9=-1284/293 r - BOT CHORD 12-13=-277/327,11-12=-126/1357,10-11=-126/1357 _ -0 %/ //et? WEBS 2-12=-75/436.3-14=1356/365,6-14=-1361/365,7-10=-77/432,1-12=-4/1352, �N 4• 8-10=-31/1386 /�+ 11 NOTES- (13-16) i STATE OF .• .. 1) Unbalanced roof live loads have been considered for this design. ••• cL ORIO P .•' 0 ,.. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., //S(1 \\• GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ///l1'O N A\.- \�\ DOL=1.60 plate grip DOL=1.60 /'0111110' \\ 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.0psf 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. 7)Ceiling dead load(5.0 psf)on member(s).2-3,6-7,3-14,6-14; Wall dead load(5.Opsf)on rnember(s).2-12,7-10 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.10-12 9) Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,9. 11) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Attic room checked for U360 deflection. 13) 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. 14) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 15) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 16) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard _ October'8,201( t I ® 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 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. 713991 11-22 (Attic 4 1 110689902 Job Reference(optional) Builders Fu'$Source. Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:24 2015 Page 1 . IDfe LDeDPS E1ygCFH8cJQ?zgsUV-CXIZCKPnvLfR5fgkGRDuIUeGOAZCgYrOwJOsslyVWJP -140I - -0 1 7-10-8 9-l-4i 13-0-4 I - 16-11-4 8-2-01 26-0-8 27-4-8114-0{7-10-8 1-2-12 3-11-0 3-11-0 -2-12 7-10-8 4x6 = Scale=1:58.8 8 2x4 II 3x4 = I� 3x4 = 3x8 i 5 7 2x4 II 4 8 3x6 3 17 9 7.00 12 4:* I 2x4 II 16166_,444444144444.4444410441/4414s04141„...44.4414w NN 5 x8 4 r8 5x8 2 10��li � 11 18 15 14 13 12 2 x 8 I I 8x10= 5x10 MT18H= 8x10 = 2x6 I I 7-10.8 I 18-2-0 I 26-0-8 I 7-10-8 10-3-8 7-10-8 Plate Offsets(X.Y)— (2:0-2-12,0-1-12].[10:0-2-12.0-1-121.113:0-3-8.0-4-01,f15:0-3.8.0.4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.33 13-15 >937 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.55 13-15 >553 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Attic -0.26 13-15 477 360 Weight:173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, T2:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except JOINTS 1 Brace at Jt(s):17 W1:2x6 SP No.2 REACTIONS. (lb/size) 16=1124/0-3-8 (min.0-1-10),12=1124/0-3-8 (min.0-1-10) \0011I110// / Max Horz 16=-293(LC 10) ``c / Max Uplift 16=-96(LC 12),12=-96(LC 13) \�\�`v? S / /.// Max Gray 16=1357(LC 20),12=1357(LC 21) -" J `� i■ � \CENSF'•.••� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `* * - TOP CHORD 2-3=1706/292,3-4=1550/295,4-5=1318/392,7-8=-1318/392,8-9=1550/295, / e 34869 9-10=-1705/292,2-16=-1344/409,10-12=-1344/409 — BOT CHORD 15-16=-368/456,14-15=-93/1423,13-14=-93/1423,12-13=141/316 — -1 ,j j r : C WEBS 8-13=-48/453,4-15=-48/453,5-17=-1317/384,7-17=-1317/384,2-15=0/1376, _ 4.- 1'/ /�••.... 10-13=0/1378 �/WV��11 -- NOTES- (11-13) STATE OF 1) Unbalanced roof live loads have been considered for this design. •�•'•.PC ORID ' G\ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., �v f1 \�\ GCpi=0.18; reactions(envelope))and-C Exte60rp?ate grip OL=vertical left and right exposed;C-C for members and forces& /////1Q NIA`` \\\ 3)All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-17,7-17; Wall dead load(5.0psf)on member(s).8-13,4-15 7) Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.13-15 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,12. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Attic room checked for 11360 deflection. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October`8,201: 1 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid fax 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 Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSyTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 DOnotrio Drive,Madison,WI 53719. 110689903 • 713991 T23 ATTIC GIRDER 2 3 Job Reference(optional) Builders Firt!Source, Jacksonville,Fl 32244 • 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:25 2015 Page 2 ID:fe_LDeDPS_EIygCFH8cJQ?zgsUV-gjbyPgQPgfnfjpEwg8k7HiBL8aKVZ n99z7POHyVWJO 13)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. 14) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 15) 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:1-2=-54,2-4=54,4-5=-64,5-6=54,6-7=54,7-8=-64,8-10=-54,10-11=-54,15-16=10,13-15=30,12-13=10,5-7=-10 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-3495(F)15=-3515(F) 2) Dead+0.75 Roof Live(balanced)+0.75 Attic Floor.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-4=-44,4-5=54,5-6=-44,6-7=-44,7-8=-54,8-10=-44,10-11=-44,15-16=10,13-15=-90,12-13=10,5-7=-10 Drag:8-13=10,4-15=-10 Concentrated Loads(Ib) Vert:13=-2944(F)15=-2961(F) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) • Vert:1-2=-14,2-4=-14,4-5=-24,5-6=-14,6-7=-14,7-8=-24,8-10=-14,10-11=-14,12-16=-30,5-7=10 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Veil:13=2352(F)15=-2364(F) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=-10,4-5=-16,5-6=-10,6-7=17,7-8=11,8-10=17,10-11=10,15-16=6,13-15=-18,12-13=6,5-7=-6 Horz:1-2=-16,2-6=1,6-10=25,10-11=18,2-16=16,10-12=23 Drag:8-13=-10,4-15=10 Concentrated Loads(Ib) Vert:13=1441(F)15=1456(F) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=10,2-4=17,4-5=11,5-6=17,6-7=-10,7-8=16,8-10=10,10-11=8,15-16=-6,13-15=-18,12-13=-6,5-7=-6 Horz:1-2=-18,2-6=-25,6-10=1,10-11=16,2-16=23,10-12=16 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=1441(F)15=1456(F) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-4=-30,4-5=-40,5-6=-30,6-7=-4,7-8=-14,8-10=-4,10-11=4,15-16=10,13-15=30,12-13=-10,5-7=-10 Horz:1-2=9,2-6=16,6-10=10,10-11=18,2-16=31,10-12=8 Drag:8-13=-10,4-15=-10 Concentrated Loads(lb) Vert:13=1445(F)15=1460(F) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-4=-4,4-5=-14,5-6=-4,6-7=-30,7-8=-40,8-10=-30,10-11=-23,15-16=10,13-15=30,12-13=10,5-7=-10 Horz:1-2=-18,2-6=-10,6-10=16,10-11=-9,2-16=-8,10-12=31 Drag:8-13=-10,4-15=10 Concentrated Loads(Ib) Vert 13=1445(F)15=1460(F) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=20,2-4=28,4-5=22,5-6=28,6-7=15,7-8=9,8-10=15,10-11=7,15-16=6,13-15=-18,12-13=-6,5-7=-6 Horz:1-2=29,2-6=-36,6-10=23,10-11=15,2-16=9,10-12=20 Drag:8-13=-10,4-15=10 Concentrated Loads(Ib) Vert 13=1441(F)15=1456(F) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=15,4-5=9,5-6=15,6-7=28,7-8=22,8-10=28,10.11=20,15-16=-6,13-15=-18,12-13=6,5-7=-6 Horz:1-2=-15,2-6=-23,6-10=36,10-11=29,2-16=-20,10-12=-9 Drag:8-13=-10,4-15=10 Concentrated Loads(Ib) Vert:13=1441(F)15=1456(F) • 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-5=22,5-6=28,6-7=15,7-8=9,8-10=15,10-11=7,15-16=-6,13-15=18,12-13=6,5-7=-6 Horz:1-2=-29,2-6=-36,6-10=23,10-11=15,2-16=9,10-12=20 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=1441(F)15=1456(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 1 ► 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,defvery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Infomatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. 110689903 • 713991 T23 ATTIC GIRDER 2 Builders Firs1Source, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:25 2015 Page 4 ID:fe_LDeDPS_E1 y9CFH8cJQ?zgsUV-gjbyPgQPgfnljpEwg8k7HiBL8aKVZ_n99z7POHyV WJO • LOAD CASE(S) 22)3rd Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=44,2-4=-44,4-5=-54,5-6=-44,6-7=-14,7-8=-24,8-10=-14,10-11=14,15-16=10,13-15=90,12-13=10,5-7=10 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-2944(F)15=-2961(F) 23)4th Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-4=-14,4-5=-24,5-6=-14,6-7=-44,7-8=-54,8-10=44,10-11=-44,15-16=10,13-15=90,12-13=10,5-7=-10 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-2944(F)15=-2961(F) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=-10,4-5=-16,5-6=-10,6-7=17,7-8=11,8-10=17,10-11=10,15-16=-6,13-15=18,12-13=-6,5-7=6 Horz:1-2=-16,2-6=1,6-10=25,10-11=18,2-16=16,10-12=23 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1744(F)15=-1759(F) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-4=17,4-5=11,5-6=17,6-7=10,7-8=-16,8-10=10,10-11=8,15-16=-6,13-15=18,12-13=-6,5-7=6 Horz:1-2=-18,2-6=-25,6-10=-1,10-11=16,2-16=-23,10-12=-16 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1744(F)15=-1759(F) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-4=-30,4-5=-40,5-6=-30,6-7=-4,7-8=-14,8-10=-4,10-11=4,15-16=-10,13-15=-30,12-13=-10,5-7=10 Horz:1-2=9,2-6=16,6-10=10,10-11=18,2-16=31,10-12=8 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1740(F)15=-1755(F) 27) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=4,2-4=-4,4-5=-14,5-6=-4,6-7=-30,7-8=-40,8-10=30,10-11=-23,15-16=10,13-15=-30,12-13=-10,5-7=-10 Horz:1-2=-18,2-6=-10,6-10=-16,10-11=-9,2-16=-8,10-12=-31 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1740(F)15=-1755(F) 28) 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=28,4-5=22,5-6=28,6-7=15,7-8=9,8-10=15,10-11=7,15-16=-6,13-15=18,12-13=-6,5-7=-6 Horz:1-2=-29,2-6=-36,6-10=23,10-11=15,2-16=9,10-12=20 Drag:8.13=-10,4-15=10 Concentrated Loads(Ib) Vert:13=-1744(F)15=-1759(F) 29) 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=15,4-5=9,5-6=15,6-7=28,7-8=22,8-10=28,10-11=20,15-16=-6,13-15=-18,12-13=-6,5-7=-6 Horz:1-2=-15,2-6=-23,6-10=36,10-11=29,2-16=-20,10-12=-9 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1744(F)15=-1759(F) 30) 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=28,4-5=22,5-6=28,6-7=15,7-8=9,8-10=15,10-11=7,15-16=-6,13-15=-18,12-13=-6,5-7=-6 Horz:1-2=-29,2-6=-36,6-10=23,10-11=15,2-16=9,10-12=20 Drag:8-13=-10,4-15=10 Concentrated Loads(Ib) Vert:13=-1744(F)15=1759(F) 31) 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=15,4-5=9,5-6=15,6-7=28,7-8=22,8-10=28,10-11=20,15-16=-6,13-15=18,12-13=-6,5-7=6 Horz:1-2=-15,2-6=-23,6-10=36,10-11=29,2-16=-20,10-12=-9 Drag:8.13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1744(F)15=-1759(F) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-5=-3,5-6=7,6-7=-6,7-8=-16,8-10=-6,10-11=1,15-16=-10,13-15=30,12-13=10,5-7=10 Horz:1-2=-29,2-6=21,6-10=8,10-11=15,2-16=24,10-12=5 Drag:8-13=-10,4-15=-10 Concentrated Loads(Ib) Vert:13=-1740(F)15=-1755(F) 33) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 5 � 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 art individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility M the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison,VA 53719. I . 110689904 713991 T24 Monopitch - 10 1 Job Referencejopiional) Builders FirrSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:26 2015 Page 1 ID:fe LDeDPS EtygCFHBcJQ?zqsUV-8w8KdOR2Rzv9Kzp6OsGMgvkbljIITzJNdtzwjyVWJN • I -1-4-0 I 7-9-3 I • 1-4-0 7-9-3 3x4 I I Scale=1:38.2 3 7.00 I 12 • 6x10 MT18H= • 2 1 r r - .r� o -4 5 4 3x4 I I 4x6 = Plate Offsets(X.Y)— ]2:0-3-8.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.11 4-5 >784 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.19 4-5 >460 180 MT18H 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. W1:2x4 SP No.2 REACTIONS. (lb/size) 4=230/Mechanical,5=332/0-3-8 (min.0-1-8) Max Horz Max Uplift 4=1665(01)2),5=-30(LC 12) \\\`\,)1 1 1 1 1 1 1 1 1/0 !! Max Gray 4=274(LC 19),5=332(LC 1) \\-�\ \vs•. I\- ////• FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .\\ ? \CENS`�'- $s �. TOP CHORD 2-5=293/167 ` __ • * - BOT CHORD 4-5=-458/437 i 34869 WEBS 2-4=-426/454 _ is —_ NOTES- -T /id / CC — (8-11) w T ....... 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., /�+ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for % U • STATE OF reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,•- . .- 2)All plates are MT20 plates unless otherwise indicated. • --(A�'•, FL ORI,O r- -•' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / v f1 �\�oy 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 /1 will fit between the bottom chord and any other members. // \\ \ !, ON A-- \\ 5) Refer to girder(s)for truss to truss connections. //f 1 1 1 1 1\ 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 4=165. 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 11) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard October-8,201( t r 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 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 1 fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPI7 Quality Criteria,DSB89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. it • 713991 1125 5 FLAT GIRDER 12 110689905 2 Job Reference(optional) Builders FirylSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:27 2015 Page 2 IDfe LDeDPS_E1ygCFH8cJQ?zgsUV-c6iigMSgCG10y7OlyZnbN7GjPO?G1v2ScGcWSAyVWJM LOAD CASE'(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=214,4-6=-310(B=300) Concentrated Loads(Ib) Vert:5=-220(F)7=-220(F)8=-220(F)9=-220(F)10=-220(F) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-179,4-6=263(B=253) Concentrated Loads(Ib) Vert:5=-185(F)7=185(F)8=-185(F)9=185(F)10=185(F) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=124,4-6=-236(B=-206) Concentrated Loads(Ib) Vert:5=-132(F)7=132(F)8=-132(F)9=-132(F)10=132(F) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(8=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(B=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-71,4-6=-158(B=-148) Concentrated Loads(lb) Vert:5=175(F)7=175(F)8=175(F)9=175(F)10=175(F) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-71,4-6=-158(B=-148) Concentrated Loads(Ib) Vert:5=175(F)7=175(F)8=175(F)9=175(F)10=175(F) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(8=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(B=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(B=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=83,4-6=97(B=103) Concentrated Loads(Ib) Vert:5=171(F)7=171(F)8=171(F)9=171(F)10=171(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-71,4-6=-158(B=-148) Concentrated Loads(Ib) Vert:5=175(F)7=175(F)8=175(F)9=175(F)10=175(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-71,4-6=158(B=-148) Concentrated Loads(Ib) Vert:5=175(F)7=175(F)8=175(F)9=175(F)10=175(F) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-74,4-6=123(B=-113) Concentrated Loads(Ib) Vert:5=-77(F)7=-77(F)8=-77(F)9=-77(F)10=-77(F) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-3=-177,4-6=-290(B=-280) Concentrated Loads(Ib) Vert:5=121(F)7=121(F)8=121(F)9=121(F)10=121(F) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 1 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 budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 ANSIITPII Quality Criteria,098.89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.W 53719. • 713991 1725 FLAT GIRDER 12 110689905 11 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:27 2015 Page 4 ID:fe_LDeDPS_E 1 ygCFH8cJQ?zgsUV-c6iigMSgCG10y701yZnbN7GjP0?G1 v2ScGcWSAyV WJM LOAD CASEtS) 31) 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:1-3=-177,4-6=-290(13=-280) Concentrated Loads(Ib) Vert 5=-237(F)7=-237(F)8=-237(F)9=-237(F)10=-237(F) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-177,46=290(B=-280) Concentrated Loads(Ib) Vert:5=-237(F)7=237(F)8=237(F)9=-237(F)10=-237(F) • • 1 f ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7073 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 thus 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,deivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53719. 110689906 • 713991 126 Half Hip Girder 1 1 Job Reference fop_'•1• Builders FirstSource, Jacksonville,Ft 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:28 2015 Page 2 ID:fe LDeDPS E1ygCFH8cJQ?zgsUV-51G42iSIya9taGzWHlgvKpgpolhmloawM3?cyVWJL 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 14) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-54,2-6=-54,7-12=-10 Concentrated Loads(Ib) Vert:2=-120(B)4=-120(B)11=212(B)13=-120(B)14=-120(B)15=120(B)16=120(B)17=-120(B)18=-120(B)19 -120(B)20=-120(B)21 -24(B)22 -24(B) 23=-24(B)24=-24(B)25=-24(B)26=-24(B)27=-24(B)28=-24(B)29=-24(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-44,2-6=-44,7-12=-10 Concentrated Loads(Ib) Vert:2=-98(B)4=98(B)11=-183(B)13=-98(B)14=98(B)15=-98(B)16=-98(B)17=-98(B)18=-98(B)19=-98(B)20=-98(B)21=-24(B)22=-24(B)23=-24(B) 24=-24(B)25=-24(B)26=-24(B)27=-24(B)28=-24(B)29=-24(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-6=-14,7-12=-30 Concentrated Loads(Ib) Vert:2=-31(B)4=-31(B)11=233(B)13=-31(B)14=-31(B)15=-31(B)16=31(B)17=-31(B)18=-31(B)19=-31(B)20=-31(B)21=-72(B)22=-72(B)23=-72(B) 24=-72(B)25=-72(B)26=72(B)27=-72(B)28=-72(B)29=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=10,2-6=28,7-12=-6 Horz:1-2=1 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=103(B)4=103(B)11=395(B)13=103(B)14=103(B)15=103(B)16=103(B)17=103(B)18=103(6)19=103(B)20=103(B)21=28(B)22=28(B)23=28(B) 24=28(B)25=28(B)26=28(B)27=28(B)28=28(B)29=28(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-6=28,7-12=-6 Horz:1-2=-25 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=103(B)4=103(B)11=395(B)13=103(6)14=103(B)15=103(B)16=103(B)17=103(B)18=103(B)19=103(B)20=103(B)21=28(B)22=28(B)23=28(B) 24=28(B)25=28(B)26=28(B)27=28(B)28=28(B)29=28(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-30,2-6=7,7-12=-10 Horz:1-2=16 Drag:2-3=-0 Concentrated Loads(Ib) Veit 2=124(B)4=124(B)11=405(B)13=124(B)14=124(B)15=124(B)16=124(B)17=124(B)18=124(B)19=124(B)20=124(B)21=32(B)22=32(B)23=32(B) 24=32(B)25=32(B)26=32(B)27=32(B)28=32(B)29=32(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-4,2-6=7,7-12=10 Horz:1-2=10 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=124(B)4=124(B)11=405(B)13=124(B)14=124(B)15=124(B)16=124(B)17=124(B)18=124(B)19=124(B) 20=124(B)21=32(B)22=32(B)23=32(B)24=32(B)25=32(B)26=32(B)27=32(B)28=32(B)29=32(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptt) Vert:1-2=28,2-6=15,7-12=-6 Horz:1-2=-36 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=117(B)4=117(B)11=395(B)13=117(B)14=117(6)15=117(B)16=117(6)17=117(6)18=117(B)19=117(B) 20=117(B)21=28(B)22=28(B)23=28(B)24=28(B)25=28(B)26=28(B)27=28(B)28=28(B)29=28(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=15,2-6=15,7-12=-6 Horz:1-2=23 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=117(B)4=117(B)11=395(B)13=117(B)14=117(B)15=117(B)16=117(6)17=117(B)18=117(B)19=117(B) 20=117(B)21=28(6)22=28(B)23=28(6)24=28(B)25=28(B)26=28(B)27=28(B)28=28(B)29=28(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulking component. 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'Onofrio Drive,Madison,WI 53719. • 713991 IT262 Half Hip Girder 1 1 110689906 Job Reference(optioGal) Builders Fir tSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Thu Oct 08 09:37:28 2015 Page 4 ID:fe_LDeDPS_E 1 y9CFH8cJQ?zgsUV-51G42iSIya9taGzWHigvKpgpolhmloawM3?cyV WJL LOAD CASE'(S) ' Uniform Loads(plf) Vert:1-2=17,2-6=28,7-12=-6 Horz:1-2=-25 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-151(B)4=151(B)11=-314(B)13=-151(B)14=-151(B)15=-151(B)16=-151(B)17=-151(B)18=-151(B)19=151(B)20=151(B)21=-54(B)22=-54(B) 23=-54(B)24=-54(B)25=-54(B)26=-54(B)27=-54(B)28=-54(B)29=-54(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=30,2-6=7,7-12=10 Horz:1-2=16 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-130(8)4=-130(B)11=-305(B)13=-130(B)14=130(B)15=-130(B)16=-130(B)17=-130(B)18=-130(B)19=-130(B)20 -130(B)21 -50(B)22=-50(B) 23=-50(B)24=-50(B)25=-50(B)26=-50(B)27=-50(B)28=50(B)29=50(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=-4,2-6=7,7-12=-10 Horz:1-2=-10 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-130(B)4=130(B)11=-305(B)13=-130(B)14=-130(B)15=-130(B)16=-130(B)17=-130(B)18=430(B)19=-130(B)20=-130(B)21=50(B)22=50(B) 23=-50(B)24=-50(B)25=-50(B)26=-50(B)27=-50(B)28=50(B)29=-50(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=28,2-6=15,7-12=-6 Horz:1-2=36 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-137(B)4 -137(B)11=-314(B)13=-137(B)14=-137(B)15=-137(B)16=-137(B)17=-137(B)18=-137(B)19=-137(B)20=137(B)21=54(B)22=54(8) 23=-54(B)24=-54(B)25=-54(B)26=-54(B)27=-54(B)28=-54(B)29=-54(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(Of) Vert:1-2=15,2-6=15,7-12=-6 Horz:1-2=-23 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-137(B)4=137(B)11=-314(B)13=-137(B)14=-137(B)15=-137(B)16=-137(B)17=-137(B)18=-137(B)19=-137(B)20=137(B)21=54(B)22=54(B) 23=-54(B)24=-54(B)25=-54(B)26=-54(B)27=-54(B)28=-54(B)29=-54(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=28,2-6=15,7-12=-6 Horz:1-2=-36 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-137(B)4=137(B)11=-314(B)13=-137(B)14=137(B)15=-137(B)16=137(B)17=-137(B)18=137(B)19=-137(B)20 -137(B)21 -54(B)22 -54(B) 23=-54(B)24=-54(B)25=-54(B)26=-54(B)27=-54(B)28=-54(B)29=-54(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=15,2-6=15,7-12=-6 Horz:1-2=-23 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-137(B)4=137(B)11=-314(B)13=-137(B)14=-137(B)15=-137(B)16=-137(B)17=-137(B)18=-137(B)19=-137(B) 20=-137(B)21=-54(B)22=-54(B)23=-54(B)24=-54(B)25=-54(B)26=-54(B)27=-54(B)28=-54(B)29=-54(B) 27) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=7,2-6=-6,7-12=-10 Horz:1-2=-21 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-117(B)4=117(B)11=-305(B)13=-117(B)14=117(B)15=-117(B)16=-117(B)17=-117(B)18=117(B)19=-117(B) 20=-117(B)21=-50(B)22=-50(B)23=-50(B)24=-50(B)25=-50(B)26=-50(B)27=-50(B)28=-50(B)29=50(B) 28) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=-6,2-6=-6,7-12=-10 Horz:1-2=-8 Drag:2-3=-0 Concentrated Loads(Ib) Vert:2=-117(B)4=117(B)11=-305(B)13=-117(B)14=-117(B)15=-117(B)16=-117(B)17=-117(B)18=117(B)19=417(B) 20=-117(B)21=-50(B)22=-50(B)23=-50(B)24=-50(B)25=-50(B)26=-50(B)27=-50(B)28=-50(B)29=-50(B) 29) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):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 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 ANSIRPII Quality Criteria,DS13-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. .. 110689907 • 713991 127 Half Hip 1 1 Job Reference(optional) Builders FirtlSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 09:37:29 2015 Page 1 IDfe LDeDPS_E1ygCFH8cJQ?zgsUV-ZVgSF2TwjuHkCQYh3_p3SYM9NBi_VnZ14a5dX2yVWJK I 4-7-12 I 9-0-0 I 14-7-0 I 20-5-8 I 26-0-8 I 4-7-12 4-4-4 5-7-0 5-10-8 5-7-0 Scale=1:46.3 4x6= 3 x 4 = 3 x 6 3x4= 2x4 I I 3 4 5 6 T8 7 KZ 9 /7.00 I. 3x4 2 1 Ta �i 2x4 II B1 . 141 . B2 10 14 9 15 18 5x6 = 3x8= 3x6 = 3x4= 5x88= I 9-0-0 i 17-6-4 I 26-0-8 I 9-0-0 8-6-4 8-6-4 Plate Offsets(X.Y)— 3:0-3-0.0-1-121 j8:0-48.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.16 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.29 11-12 >999 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.68 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:167 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 7-6-4 oc bracing. WEBS 1 Row at midpt 4-11,6-8 REACTIONS. (lb/size) 12=824/0-3-8 (min.0-1-8),8=824/Mechanical Max Horz 12=188(LC 12) Max Uplift 12=-180(LC 9),8=-288(LC 9) \\\I\I I I I I j/,// Max Gray 12=824(LC 1),8=840(LC 2) \\\`s `c •S.f. ��// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ■ J `J?CENS/� /i TOP CHORD 2-3=881/530,3-4=-708/510,4-5=704/436,5-6=-704/436 F •- i BOT CHORD 11-12=-605/723,11-13=536/773,10-13=-536/773,10-14=-536/773,9-14=-536/773, 9-15=-360/534,15-16=-360/534,8-16=-360/534 / is 34869 WEBS 4-9=-267/256,6-9=-198/438,6-8=-851/582,2-12=-921/476 NOTES- (8-11) ` _ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., .. Ill::: GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MINERS for reactions shown;Lumber U STATE OF • DOL=1.60 plate grip DOL=1.60 ' - 2) Provide adequate drainage to prevent water ponding. r -•.••L ORIO -..•`• 0i" 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 20.0psf 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,with BCDL=5.Opsf. //�/OI I I I 1 0\\��\ 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=180,8=288. 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 11) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard October-8,201' ■ • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with 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 responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. "' 110689909 • 713991 T29 ATTIC 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Thu Oct 08 09:37:30 2015 Page 1 ID:fe_LDeDPS_E t ygCFH8cJQ?zgsUV-1 hOrTOUYUBPbpa7tdiKl_IuJLbObEG2VIErA3VyV WJJ I 7-10-8 9-1.41 13-0-4 1 16-11-4 118-2-0 i 26-0-8 1 7-10-8 1-2-12 3-11-0 3-11-0 1-2-12 7-10-8 4x6 _ Scale=1:57.7 4 0 7.00 12 3x4 = th�_� 3x4 2x4 II 3 5 2x4 II 2 6 13 i : 2x4 I I rT r- dr N 5x8 5x8 -Z' r�r r • 7 1 N -..moo mol.,.. 11111111201 - r:irs. is . - 12 11 10 9 8 3x4 11 8x10 = 5x10 MT18H= Bx10 = 3x4 11 1 7-10-8 I 18-2-0 1 26-0-8 1 7-10-8 10-3-8 7-10-8 Plate Offsets(X,Y)— L9:0-3-8.0-4-01,(11:0-3-8,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.33 9-11 >942 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.55 9-11 >555 180 MT18H 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Attic -0.26 9-11 478 360 Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W1:2x6 SP No.2 JOINTS 1 Brace at Jt(s):13 REACTIONS. (lb/size) 12=1035/0-3-8 (min.0-1-8),8=1035/Mechanical Max Horz 12=199(LC 9) \\\1 1 I I I I I/// Max Uplift 12=-61(LC 12),8=-61(LC 13) \\\ ```` �+ /� /// Max Gray 12=1276(LC 20),8=1276(LC 21) \\ k3 -S \, �// ` CA\ /' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `\\,J� •10EN$F "C\ i•TOP CHORD 1-2=1709/284,2-3=-1326/392,5-6=-1326/392,6-7=-1709/284,1-12=-1292/292, = * � 7-8=-1293/292 r e 34869 BOT CHORD 11-12=-294/343,10-11=-122/1410,9-10=-122/1410 WEBS 6-9=67/445,2-11=-67/445,3-13=-1339/397,5-13=-1339/397,1-11=-11/1413, _ /`j is • 7-9=-11/1415 7 _ NOTES- (12-15) 1) Unbalanced roof live loads have been considered for this design. _. • STATE OF •• _• 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., .c1•`•.FCORIDP.•• C " s, GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber //v S •• ••`s \\' DOL=1.60 plate grip DOL=1.60 / ` \ A'1� \ 3)All plates are MT20 plates unless otherwise indicated. /////I 'VfA�\\\\\ 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) Ceiling dead load(5.0 psf)on member(s).2-3,5-6,3-13,5-13; Wall dead load(S.Opsf)on member(s).6-9,2-11 7) Bottom chord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.9-11 8) Refer to girder(s)for truss to truss connections. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,8. 10) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Attic room checked for U360 deflection. 12) 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. 13) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 15) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard October-8,201,' • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid to 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 suss designer.Bracing shown is for lateral support of indvidual 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 ANSITTPI1 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. itill 110689910 • 713991 T30 Hip Girder 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Thu Oct 08 09:37:31 2015 Page 2 • ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-VtyDgkVAFVXRRki4BPrXXzRM9?OMz142XuakbxyVWJI LOAD CASEtS) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-54,2-3=-54,3-4=54,4-5=-54,5-6=54,7-11=-10 Concentrated Loads(lb) Vert 3=-178(B)4=-178(B)10=212(B)8=-212(B)12=120(8)13=120(B)14=24(B)15=-24(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-44,2-3=-44,3-4=44,4-5=-44,5-6=-44,7-11=-10 Concentrated Loads(lb) Vert 3=-145(B)4=-145(B)10=-183(B)8=-183(B)12=-98(B)13=-98(B)14=-24(B)15=-24(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-14,2-3=-14,3-4=14,4-5=-14,5-6=-14,7-11=30 Concentrated Loads(Ib) Vert 3=-52(B)4=52(B)10=-233(B)8=-233(B)12=-31(B)13=-31(B)14=72(B)15=-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=8,2-3=-10,3-4=28,4-5=17,5-6=10,7-11=6 Horz:1-2=-16,2-3=1,4-5=25,5-6=18,2-11=16,5-7=23 Concentrated Loads(Ib) Vert:3=229(B)4=229(6)10=395(B)8=395(B)12=103(B)13=103(B)14=28(B)15=28(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-4=28,4-5=10,5-6=8,7-11=-6 Horz:1-2=18,2-3=-25,4-5=-1,5-6=16,2-11=-23,5-7=16 Concentrated Loads(Ib) Vert:3=229(6)4=229(B)10=395(B)8=395(B)12=103(B)13=103(B)14=28(B)15=28(3) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pH) Vert:1-2=-23,2-3=-30,3-4=7,4-5=-4,5-6=4,7-11=10 Horz:1-2=9,2-3=16,4-5=10,5-6=18,2-11=31,5-7=8 Concentrated Loads(Ib) Vert:3=279(6)4=279(B)10=405(B)8=405(6)12=124(B)13=124(B)14=32(B)15=32(3) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=4,2-3=-4,3-4=7,4-5=-30,5-6=-23,7-11=-10 Horz:1-2=-18,2-3=10,4-5=-16,5-6=-9,2-11=-8,5-7=-31 Concentrated Loads(Ib) Vert:3=279(B)4=279(B)10=405(B)8=405(B)12=124(B)13=124(B)14=32(B)15=32(13) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=20,2-3=28,3-4=15,4-5=15,5-6=7,7-11=-6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-11=9,5-7=20 Concentrated Loads(Ib) Vert:3=262(6)4=262(6)10=395(6)8=395(6)12=117(B)13=117(B)14=28(B)15=28(B) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,3-4=15,4-5=28,5-6=20,7-11=6 Horz:1-2=-15,2-3=-23,4-5=36,5-6=29,2-11=-20,5-7=-9 Concentrated Loads(Ib) Vert:3=262(6)4=262(B)10=395(B)8=395(B)12=117(B)13=117(B)14=28(B)15=28(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-4=15,4-5=15,5-6=7,7-11=-6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-11=9,5-7=20 Concentrated Loads(Ib) Vert:3=262(B)4=262(B)10=395(B)8=395(B)12=117(B)13=117(6)14=28(B)15=28(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,3-4=15,4-5=28,5-6=20,7-11=-6 Horz:1-2=15,2-3=-23,4-5=36,5-6=29,2-11=-20,5-7=-9 Concentrated Loads(Ib) Vert:3=262(B)4=262(B)10=395(B)8=395(B)12=117(B)13=117(6)14=28(B)15=28(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=15,2-3=7,3-4=-6,4-5=-6,5-6=1,7-11=-10 Horz:1-2=-29,2-3=21,4-5=8,5-6=15,2-11=24,5-7=5 Concentrated Loads(Ib) Vert:3=311(6)4=311(6)10=405(B)8=405(B)12=137(B)13=137(B)14=32(B)15=32(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,3-4=-6,4-5=7,5-6=15,7-11=10 Horz:1-2=-15,2-3=-8,4-5=21,5-6=29,2-11=-5,5-7=-24 Concentrated Loads(Ib) Vert:3=311(B)4=311(B)10=405(6)8=405(B)12=137(B)13=137(B)14=32(B)15=32(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Continued on pane 3 1 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary Mating to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general gridance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSITTP11 Quality Criteria,DSB-$9 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnofrio Drive,Madison,WI 53719. 110689910 713991 • 130 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jadcsonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 09:37:31 2015 Page 4 • ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-VtyDgkVAFVXRRki4BPrXXzRM9?0MZJ42XuakbxyV WJI LOAD CASE'(S) • Concentrated Loads(Ib) Vert:3=-215(B)4 -215(B)10 -314(B)8 -314(B)12 -137(B)13=-137(B)14 -54(B)15=-54(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=7,2-3=15,3-4=15,4-5=28,5-6=20,7-11=-6 Horz:1-2=15,2-3=-23,4-5=36,5-6=29,2-11=-20,5-7=-9 Concentrated Loads(Ib) Vert:3=-215(B)4=-215(B)10=-314(B)8=314(B)12=137(B)13=-137(B)14=-54(B)15=-54(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=20,2-3=28,3-4=15,4-5=15,5-6=7,7-11=-6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-11=9,5-7=20 Concentrated Loads(Ib) Vert:3=-215(B)4=-215(B)10=-314(B)8=-314(B)12=137(B)13=-137(B)14=-54(B)15=-54(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=7,2-3=15,3-4=15,4-5=28,5-6=20,7-11=-6 Horz:1-2=15,2-3=-23,4-5=36,5-6=29,2-11=-20,5-7=-9 Concentrated Loads(Ib) Vert 3=-215(B)4=-215(B)10=-314(B)8=-314(B)12=-137(B)13=-137(B)14=-54(B)15=-54(B) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-4=-6,4-5=-6,5-6=1,7-11=10 Horz:1-2=29,2-3=21,4-5=8,5-6=15,2-11=24,5-7=5 Concentrated Loads(Ib) Vert:3=-165(B)4=-165(B)10=-305(B)8=-305(B)12=117(B)13=117(B)14=-50(B)15=-50(B) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,3-4=-6,4-5=7,5-6=15,7-11=-10 Horz:1-2=15,2-3=-8,4-5=21,5-6=29,2-11=-5,5-7=-24 Concentrated Loads(Ib) Vert:3=-165(B)4=165(B)10=-305(B)8=305(B)12=117(B)13=117(B)14=-50(B)15=50(B) 33) 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=-51,2-3=-56,3-4=-28,4-5=-36,5-6=31,7-11=10 Horz:1-2=7,2-3=12,4-5=8,5-6=13,2-11=23,5-7=6 Concentrated Loads(lb) Vert:3=-207(B)4=207(B)10=-302(B)8=-302(B)12=-148(B)13=-148(B)14=-44(B)15=-44(B) 34) 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=-31,2-3=-36,3-4=-28,4-5=-56,5-6=-51,7-11=-10 Horz:1-2=-13,2-3=8,4-5=-12,5-6=-7,2-11=-6,5-7=23 Concentrated Loads(Ib) Vert:3=-207(B)4=207(B)10=-302(B)8=-302(B)12=-148(B)13=148(B)14=-44(B)15=-44(B) 35) 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=-22,2-3=-28,3-4=-38,4-5=-38,5-6=-32,7-11=-10 Horz:1-2=-22,2-3=16,4-5=6,5-6=12,2-11=18,5-7=3 Concentrated Loads(Ib) Vert:3=-183(B)4=-183(B)10=-302(B)8=302(B)12=-138(B)13=138(B)14=-44(B)15=-44(B) 36) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=-38,3-4=-38,4-5=-28,5-6=-22,7-11=-10 Horz:1-2=-12,2-3=-6,4-5=16,5-6=22,2-11=-3,5-7=-18 Concentrated Loads(Ib) Vert:3=-183(B)4=-183(B)10=-302(B)8=302(B)12=-138(B)13=-138(B)14=44(B)15=-44(B) 1 � 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 fabncation,quality control,storage,delivery,erection and bracing,consult ANSI1TPI1 Quality Criteria,D58-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110689912 713991 ` 732 Common 4 1 Job Reference(optional) Builders FiratSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:33 2015 Page 1 ■ ID:fe_LDeDPS_E 1 ygCFH8cJQ?zgsUV-RG4z5P WRn6n9g2sSlqu?cOWzpl9RdGL_C3ggpyV WJG 14-0 5-2-4 10-1-0 14-11-12 20-2-0 21-6-0 1 14-0 i 5-2-4 I 4-10-12 I 4-10-12 I 5-24 114-0 I • 4x6 = Scale:1/4"e1' 4 7.00 ' 4x8 % 4x8 3 5 3x4 II 3x4 I I 2 6 5 -0 7 11 10 8 _ 6x8= 3x8 = 3x6 6x8 = 10-1-0 I 20-2-0 I 10-1-0 10-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.19 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.35 10-11 >690 180 BCLL 0.0 • Rep Stress Ina YES WB 0.57 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:124 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. REACTIONS. (lb/size) 11=720/0-3-8 (min.0-1-8),8=720/0-3-8 (min.0-1-8) Max Horz 11=-249(LC 10) Max Uplift 11=-200(LC 12),8=200(LC 13) \\5,111111)//// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ / TOP CHORD 3-4=-641/405,4-5=-641/405,2-11=-303/260,6-8=-303/260 \\\v\OS.S•K ., BOT CHORD 10-11=-257/586,9-10=-244/576,8-9=-244/576 ■� •J \CENS . �" WEBS 4-10=-212/379,3-11=-639/320,5-8=-638/320 F '. i NOTES- (7-9) ' * i a 34869 1) Unbalanced roof live loads have been considered for this design. _ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., _ -D /�/ r.� . tY GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces& _" / MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U STATE OF ... Q., "- 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ■ \ will fit between the bottom chord and any other members. r �ORIO P' •' \� 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) U •• � \\ 11=200,8=200. / \\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / /////1 N Al 0\ �\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard October-8,201.' ■ 1 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,deivery,erection and bracing,consult ANSI/T1.11 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. a a 110689913 • 713991 T33 Common Girder 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:34 2015 Page 2 • IDle LDeDPS_E1ygCFH8cJQ?zgsUV-vSdLIIX3YQv01BRfsXPE9b308CLmA_yUDspOCGyVWJF 11)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-54,2-4=-54,4-6=-54,7-12=-10 Concentrated Loads(Ib) Vert:9=-1015(F)10=-1020(F)13=-1474(F)14=-806(F)15=1116 16=-1116 17=-1116 2) Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-4=-44,4-6=-44,7-12=10 Concentrated Loads(Ib) Vert 9=-1194(F)10=-1198(F)13=-1244(F)14=-810(F)15=-1280 16=-1280 17=-1280 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-4=-14,4-6=-14,7-12=-30 Concentrated Loads(Ib) Vert:9=-640(F)10=-643(F)13=-1020(F)14=531(F)15=-670 16=-670 17=-670 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(Of) Vert:1-2=8,2-4=-10,4-6=17,7-12=-6 Horz:1-2=-16,2-4=1,4-6=25,2-12=16,6-7=23 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-4=17,4.6=-10,7-12=-6 Horz:1-2=18,2-4=-25,4-6=1,2-12=-23,6-7=-16 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-4=-30,4-6=-4,7-12=-10 Horz:1-2=9,2-4=16,4-6=10,2-12=31,6-7=8 Concentrated Loads(Ib) Vert:9=66(F)10=58(F)13=1443(F)14=295(F)15=105 16=105 17=105 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=4,2-4=-4,4-6=-30,7-12=-10 Horz:1-2=-18,2-4=-10,4-6=-16,2-12=-8,6-7=-31 Concentrated Loads(Ib) Vert 9=66(F)10=58(F)13=1443(F)14=295(F)15=105 16=105 17=105 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-6=15,7-12=-6 Horz:1-2=29,2-4=-36,4-6=23,2-12=9,6-7=20 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36,2-12=-20,6-7=-9 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-4=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23,2-12=9,6-7=20 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=7,2-4=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36,2-12=-20,6-7=-9 Concentrated Loads(Ib) Vert:9=62(F)10=54(F)13=1439(F)14=291(F)15=101 16=101 17=101 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=7,4-6=-6,7-12=10 Horz:1-2=-29,2-4=-21,4-6=8,2-12=24,6-7=5 Concentrated Loads(Ib) Vert:9=66(F)10=58(F)13=1443(F)14=295(F)15=105 16=105 17=105 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on.•,e 3 1 � ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicabilily of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII 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. 110689913 713991 • T33 Common Girder 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Thu Oct 08 09:37:34 2015 Page 4 • ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV vSdLIIX3YQv0IBRfsXPE9b308CLmA_yUDSpOCGyVWJF LOAD CASE(S) ' Uniform Loads(plf) Vert:1-2=4,2-4=4,4-6=-30,7-12=-10 Horz:1-2=18,2-4=-10,4-6=16,2-12=-8,6-7=-31 Concentrated Loads(Ib) Vert:9=-578(F)10=549(F)13=1041(F)14=-241(F)15=-630 16=630 17=-630 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=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=-36,4-6=23,2-12=9,6-7=20 Concentrated Loads(Ib) Vert:9=-582(F)10=-553(F)13=-1045(F)14=-245(F)15=-634 16-634 17=-634 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=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36,2-12=-20,6-7=-9 • Concentrated Loads(lb) Vert:9=-582(F)10=553(F)13=-1045(F)14=-245(F)15=-634 16=-634 17=634 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=28,4-6=15,7-12=-6 Horz:1-2=-29,2-4=36,4-6=23,2-12=9,6-7=20 Concentrated Loads(Ib) Vert:9=-582(F)10=-553(F)13=-1045(F)14=-245(F)15=-634 16=-634 17=-634 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=15,4-6=28,7-12=-6 Horz:1-2=-15,2-4=-23,4-6=36,2-12=-20,6-7=-9 Concentrated Loads(Ib) Vert:9=-582(F)10=-553(F)13=1045(F)14=-245(F)15=-634 16=-634 17=-634 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) • Vert:1-2=15,2-4=7,4-6=6,7-12=10 Horz:1-2=-29,2-4=21,4-6=8,2-12=24,6-7=5 Concentrated Loads(Ib) Vert:9=-578(F)10=-549(F)13=-1041(F)14=241(F)15=-630 16=-630 17=-630 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=1,2-4=-6,4-6=7,7-12=-10 Horz:1-2=-15,2-4=-8,4-6=21,2-12=5,6-7=-24 Concentrated Loads(Ib) Vert:9=-578(F)10=-549(F)13=1041(F)14=-241(F)15=-630 16=630 17=-630 33) 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=-51,2-4=-56,4-6=36,7-12=10 Horz:1-2=7,2-4=12,4-6=8,2-12=23,6-7=6 Concentrated Loads(Ib) Vert:9=-1074(F)10=-1055(F)13=-1345(F)14=-640(F)15=-1165 16=-1165 17=-1165 34) 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(plt) Vert:1-2=-31,2-4=-36,4-6=56,7-12=-10 Horz:1-2=-13,2-4=-8,4-6=-12,2-12=-6,6-7=-23 Concentrated Loads(Ib) Vert:9=-1074(F)10=-1055(F)13=-1345(F)14=-640(F)15=1165 16=-1165 17=1165 35) 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=-22,2-4=-28,4-6=-38,7-12=-10 Horz:1-2=-22,2-4=-16,4-6=6,2-12=18,6-7=3 Concentrated Loads(Ib) Vert:9=-1074(F)10=-1055(F)13=-1345(F)14=-640(F)15=-1165 16=1165 17=1165 36) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-32,2-4=-38,4-6=-28,7-12=-10 Horz:1-2=-12,2-4=-6,4-6=16,2-12=-3,6-7=-18 Concentrated Loads(Ib) Vert:9=-1074(F)10=-1055(F)13=-1345(F)14=-640(F)15=1165 16=1165 17=-1165 t f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design 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 ANSIRPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,Viii 53719. •• 110689914 713991 • 'T34 Hip Girder 1 1 Job Reference(optional) Builders FirsiSource, Jacksonville,Fl 32244 7.640 s Od 7 2015 MiTek Industries,Inc.Thu Oct08 09:37:35 2015 Page 2 ID fe_LDeDPS E1ygCFH8CJQ?zgsUV-NeBkWSYhJk2tWL?rQFWThpcBvCrNvaleSWybiyVWJE LOAD CASES) ' Concentrated Loads(Ib) Vert:3=-71(B)4=-71(B)9=-85(B)8=-85(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-44,2-3=-44,3-4=-44,4-5=-44,5-6=-44,7-10=10 Concentrated Loads(lb) Vert:3=-58(B)4=-58(B)9=-71(B)8=-71(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-3=14,3-4=-14,4-5=-14,5-6=-14,7-10=-30 Concentrated Loads(Ib) Vert:3=-25(B)4=-25(B)9=-84(B)8=-84(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=8,2-3=-10,3-4=28,4-5=17,5-6=10,7-10=19 Horz:1-2=-16,2-3=1,4-5=25,5-6=18,2-10=16,5-7=23 Concentrated Loads(Ib) Vert:3=178(B)4=194(B)9=259(B)8=259(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=10,2-3=17,3-4=28,4-5=10,5-6=8,7-10=19 Horz:1-2=-18,2-3=-25,4-5=1,5-6=16,2-10=23,5-7=-16 Concentrated Loads(Ib) Vert:3=178(B)4=232(B)9=259(B)8=259(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-23,2-3=30,3-4=7,4-5=-4,5-6=4,7-10=15 Horz:1-2=9,2-3=16,4-5=10,5-6=18,2-10=31,5-7=8 Concentrated Loads(Ib) Vert 3=228(B)4=244(B)9=269(B)8=269(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-4,3-4=7,4-5=30,5-6=-23,7-10=15 Horz:1-2=18,2-3=-10,4-5=-16,5-6=-9,2-10=-8,5-7=-31 Concentrated Loads(Ib) Vert:3=228(B)4=281(B)9=269(B)8=269(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=20,2-3=28,3-4=15,4-5=15,5-6=7,7-10=-6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-10=9,5-7=20 Concentrated Loads(Ib) Vert:3=211(B)4=211(B)9=319(B)8=319(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,3-4=15,4-5=28,5-6=20,7-10=-6 Horz:1-2=15,2-3=23,4-5=36,5-6=29,2-10=-20,5-7=-9 Concentrated Loads(Ib) Vert:3=211(B)4=192(B)9=319(B)8=319(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,3-4=15,4-5=15,5-6=7,7-10=-6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-10=9,5-7=20 Concentrated Loads(Ib) Vert:3=211(B)4=211(B)9=319(B)8=319(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,3-4=15,4-5=28,5-6=20,7-10=-6 Horz:1-2=-15,2-3=-23,4-5=36,5-6=29,2-10=-20,5-7=-9 Concentrated Loads(Ib) Vert:3=211(B)4=192(B)9=319(B)8=319(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-4=-6,4-5=-6,5-6=1,7-10=10 Horz:1-2=-29,2-3=21,4-5=8,5-6=15,2-10=24,5-7=5 Concentrated Loads(Ib) Vert:3=260(B)4=260(B)9=329(B)8=329(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,3-4=-6,4-5=7,5-6=15,7-10=10 Horz:1-2=15,2-3=-8,4-5=21,5-6=29,2-10=5,5-7=-24 Concentrated Loads(Ib) Vert:3=260(B)4=242(B)9=329(B)8=329(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-2=-14,2-3=-14,3-4=-14,4-5=-14,5-6=-14,7-10=10 Concentrated Loads(Ib) Vert:3=-19(B)4=-19(B)9=30(B)8=-30(B) Continued on page 3 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE Design valid for use only with MiTek connedors.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 responslbittity of the Julius Lee PE. erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfTP11 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Oriofrio Drive,Madison,WI 53719. 110689914 713991 T34 Hip Girder 1 1 Job Reference 1..'•n Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:35 2015 Page 4 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-NeBkW5YhJk2tWL?roFWThpcBvc NvaleSWYxiiyVWJE LOAD CASES) • Uniform Loads(plf) Vert:1-2=7,2-3=15,3-4=15,4-5=28,5-6=20,7-10=6 Horz:1-2=-15,2-3=-23,4-5=36,5-6=29,2-10=-20,5-7=9 Concentrated Loads(Ib) Vert:3=-150(B)4=-169(B)9=148(B)8=-148(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=20,2-3=28,3-4=15,4-5=15,5-6=7,7-10=6 Horz:1-2=-29,2-3=-36,4-5=23,5-6=15,2-10=9,5-7=20 Concentrated Loads(Ib) Vert 3=-150(8)4=-150(B)9=-148(B)8=-148(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=7,2-3=15,3-4=15,4-5=28,5-6=20,7-10=-6 Horz:1-2=15,2-3=-23,4-5=36,5-6=29,2-10=20,5-7=9 Concentrated Loads(Ib) Vert:3=-150(6)4=-169(B)9=-148(B)8=-148(B) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-3=7,3-4=-6,4-5=-6,5-6=1,7-10=10 Horz:1-2=29,2-3=-21,4-5=8,5-6=15,2-10=24,5-7=5 Concentrated Loads(Ib) Vert:3=-100(B)4=-100(B)9=139(B)8=-139(B) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-3=-6,3-4=-6,4-5=7,5-6=15,7-10=10 Horz:1-2=15,2-3=-8,4-5=21,5-6=29,2-10=-5,5-7=24 Concentrated Loads(Ib) Vert:3=-100(B)4=119(B)9=139(B)8=139(B) 33) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=-51,2-3=-56,3-4=-28,4-5=-36,5-6=-31,7-10=9 Horz:1-2=7,2-3=12,4-5=8,5-6=13,2-10=23,5-7=6 Concentrated Loads(Ib) Vert:3=-110(B)4=-99(B)9=-182(B)8=-182(B) 34) 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=-31,2-3=-36,3-4=-28,4-5=-56,5-6=-51,7-10=9 Horz:1-2=-13,2-3=-8,4-5=-12,5-6=-7,2-10=-6,5-7=-23 Concentrated Loads(Ib) Vert:3=-110(B)4=70(B)9=-182(B)8=-182(B) 35) 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=-22,2-3=-28,3-4=-38,4-5=-38,5-6=32,7-10=-10 Horz:1-2=-22,2-3=16,4-5=6,5-6=12,2-10=18,5-7=3 Concentrated Loads(Ib) Vert:3=-86(B)4=-86(B)9=137(B)8=137(B) 36) 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(pit) Vert:1-2=-32,2-3=-38,3-4=-38,4-5=-28,5-6=-22,7-10=10 Horz:1-2=-12,2-3=-6,4-5=16,5-6=22,2-10=-3,5-7=-18 Concentrated Loads(Ib) Vert:3=-86(B)4=-100(8)9=-137(B)8=137(B) 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 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 responsibdlity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. • 110689915 713991 TGO1G Half Hip Supported 1 1 Job Reference(optional) Builders FicstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:36 2015 Page 2 ID:fe_LDeDPS EtygCFH8cJQ?zgsUV-s116jRZJ41AkXVaIzyRiE08Jx0CQe39nhAIVH8yVWJD LOAD CASE(S) Concentrated Loads(Ib) Vert:4=-500 5=-2047 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-4=80,45=-182,2-6=10 Concentrated Loads(lb) Vert:4=-409 5=-1675 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-4=-20,4-5=-77,2-6=-30 Concentrated Loads(Ib) Vert:4=-227 5=-930 4) Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=83,2-4=68,4-5=146,2-6=-6 Horz:1-2=-92,2-4=76 Drag:4-5=-0 Concentrated Loads(Ib) Vert 4=297 5=1216 5) Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=60,2-4=68,45=146,2-6=-6 Horz:1-2=-69,2-4=-76 Drag:4-5=-0 Concentrated Loads(Ib) Vert:4=297 5=1216 6) Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=0,2-4=-48,4-5=-105,2-6=10 Horz:1-2=-20,2-4=28 Drag:4-5=0 Concentrated Loads(Ib) Vert:4=-262 5=-1071 7) Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=-40,2-4=-48,4-5=-105,2-6=-10 Horz:1-2=20,2-4=28 Drag:4-5=0 Concentrated Loads(Ib) Vert:4=-262 5=-1071 8) Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=61,2-4=44,4-5=87,2-6=-6 Horz:1-2=-69,2-4=-52 Drag:4-5=-C Concentrated Loads(Ib) Vert:4=172 5=702 9) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(ptf) Vert:1-2=20,2-4=27,4-5=87,2-6=-6 Horz:1-2=-28,2-4=36 Drag:4-5=-0 Concentrated Loads(Ib) Vert 4=172 5=702 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=25,2-4=17,4-5=-25,2-6=10 Horz:1-2=-45,2-4=-37 Drag:4-5=-0 Concentrated Loads(Ib) Vert:4=-170 5=-698 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=1,4-5=-25,2-6=10 Horz:1-2=-28,2-4=-21 Drag:4-5=-0 Concentrated Loads(Ib) Vert:4=-170 5=-698 12) 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=44,4-5=64,2-6=-6 Horz:1-2=-45,2-4=52 Drag:4-5=0 Concentrated Loads(Ib) Vert:4=172 5=702 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 t f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with Mack 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,IM 53719. • VW D91s 713991 TGO1G Half Hip Supported 1 ' Job Reference(optional) Builders F rstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:36 2015 Page 4 ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV sr16jRZJ41AkXValzyRiE08Jx0CQe39nhAIVH8y J LOAD CASES) Uniform Loads(plf) Vert:1-2=-63,2-4=-69,4-5=-178,2-6=-10 Horz: 1-2=-17,2-4=-11 Drag:4-5=-0 Concentrated Loads(lb) Vert 4=-435 5=-1780 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Viii 53719. • 713991 TGO2 Hall Hip 6 1 i1UUaaaio Job Reference • r• -1 Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Thu Oct 08 09:37:36 2015 Page 2 ID:fe_LDeDPS_E1 ygCFH8cJQ?zgsUV-sr16jRZJ41 AkXVa1 zyRiE08LP(18Ye1 BnhAIVH8yV WJD LOAD CASES) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-3=-80,4-5=-80,2-6=10 Concentrated Loads(Ib) Vert 8=-409 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=20,45=-20,2-6=-30 Concentrated Loads(Ib) Vert:8=-227 4) Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pH) Vert:1-2=83,2-3=68,4-5=71,2-6=65 Horz:1-2=-92,2-3=-76,3-4=-60 Concentrated Loads(Ib) Vert:8=618 5) Dead+0.6 C-C Wnd(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=60,2-3=68,4-5=71,2-6=65 Horz:1-2=-69,2-3=-76,3-4=-60 Concentrated Loads(Ib) Vert:8=618 6) Dead+0.6 C-C Wnd(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=0,2-3=-48,45=-40,2-6=2 Horz:1-2=-20,2-3=28,3-4=56 Concentrated Loads(Ib) Vert:8=-357 7) Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-40,2-3=-48,45=-40,2-6=2 Horz:1-2=20,2-3=28,3-4=56 Concentrated Loads(Ib) Vert:8=-357 8) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=28,45=15,2-6=19 Horz:1-2=-54,2-3=36,3-4=8 Concentrated Loads(Ib) Vert:8=212 9) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-3=19,45=28,2-6=19 Horz:1-2=-20,2-3=-27,3-4=-30 Concentrated Loads(Ib) Vert:8=212 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-3=1,45=12,2-6=15 Horz:1-2=29,2-3=21,3-4=38 Concentrated Loads(Ib) Vert:8=-277 11) Dead+0.6 MWFRS Wnd(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) • Vert:1-2=-0,2-3=-8,4-5=1,2-6=15 Horz:1-2=-20,2-3=-12,3-4=-0 Concentrated Loads(lb) Vert:8=-170 • 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,4-5=15,2-6=-6 • Horz:1-2=-29,2-3=36,3-4=44 Concentrated Loads(Ib) Vert:8=100 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,4-5=28,2-6=-6 Horz:1-2=-15,2-3=-23,3-4=-30 Concentrated Loads(Ib) Vert:8=100 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,45=15,2-6=6 Horz:1-2=-29,2-3=-36,3-4=-44 Concentrated Loads(Ib) Vert:8=100 Continued on page 3 t t ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI<REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bradng to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. . Ill/0151/1010 713991 TGO2 Half Hip 8 1 Job Reference Motional) Builders FiratSource, Jacksonville.Fl 32244 7.840 s Oct 7 2015 Milt*Industries,Inc.Thu Oct 08 09:37:38 2015 Page 4 IDfe_LDeDPS E1ygCFH8cJQ?zgsUV-sr16jRZJ41AIXValzyRiEO8LPO8Ye1BnhAIVH8yVWJD • LOAD CASES) Concentrated Loads(lb) Vert:8=-409 • I • t • A WARNING-Verify design parameters and READ NOTES 011 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 ANSIITPIt Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available front Truss Plate Institute,583 D'Onofno Dnve,Madison,lilt 53719. • 11066931( 713991 TG03 Half Hip Girder 2 Job Reference(optional) Bui 1 ders FisatSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:37 2015 Page 2 ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-K1 JUxnZxrLlb9f9DXgyxmEhoKQW NWivrvgl2pbyVWJC LOAD CASES) i) Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,4-5=-225,2-6=-10 Concentrated Loads(Ib) Vert:5=-3394 8=-500 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-80,4-5=182,2-6=10 Concentrated Loads(Ib) Vert 5=-2777 8=-409 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-20,4-5=77,2-6=30 Concentrated Loads(lb) Vert:5=-1543 8=-227 4) Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=83,2-3=68,4-5=226,2-6=65 Horz:1-2=92,2-3=76,3-4=-60 Concentrated Loads(Ib) Vert 5=4192 8=618 5) Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=60,2-3=68,4-5=226,2-6=65 Horz:1-2=-69,2-3=-76,3-4=-60 Concentrated Loads(lb) Vert:5=4192 8=618 6) Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=0,2-3=-48,4-5=-129,2-6=2 Horz:1-2=-20,2-3=28,3-4=56 Concentrated Loads(Ib) Vert:5=-2422 8=-357 7) Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-40,2-3=-48,4-5=129,2-6=2 Horz:1-2=20,2-3=28,3-4=56 Concentrated Loads(Ib) Vert:5=-2422 8=457 8) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=28,4-5=68,2-6=19 Horz:1-2=-54,2-3=-36,3-4=8 Concentrated Loads(Ib) Vert:5=1441 8=212 9) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-3=19,4-5=81,2-6=19 Horz:1-2=-20,2-3=-27,3-4=40 Concentrated Loads(Ib) Vert:5=1441 8=212 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-3=1,4-5=-81,2-6=15 Horz:1-2=-29,2-3=-21,3-4=38 Concentrated Loads(Ib) Vert:5=-1878 8=-277 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-0,2-3=-8,4-5=-41,2-6=15 Horz:1-2=20,2-3=-12,3-4=-0 Concentrated Loads(Ib) Vert:5=-1157 8=-170 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,2-3=28,45=39,2-6=-6 Horz:1-2=-29,2-3=-36,3-4=-44 Concentrated Loads(Ib) Vert:5=675 8=100 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=15,4-5=53,2-6=-6 Horz:1-2=-15,2-3=-23,3-4=-30 Concentrated Loads(Ib) Vert:5=675 8=100 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 3 ® 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 peramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,'Al 53719. • 110689917 713991 1003 Half Hip Girder 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:37:37 2015 Page 4 ID:fe LDeDPS_E1ygCFH8cJQ?zgsUV-K1 JUxnZxrLlb9f9DXgyxmEhQKQW NWrwvgl2pbyVWJC • LOAD CASES) Concentrated Loads(Ib) Vert 5=-2777 8=-409 28) 4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=20,4-5=-182,2-6=-10 Concentrated Loads(Ib) Vert:5=-2777 8=409 • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE Design valid for use only with Mrrek 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 ANSViP11 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.