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347 10TH ST - TRUSSES .1 S MM mils Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OFFICE t4 .. .1. MiTek'' RE: J170409 - Lamar Residence - Ashley Casey MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Jax - House Project Name: Lamar Residence Model: Lot/Block: Subdivision: Address: 345 10th Street City: Atlantic Beach State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPl2007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 30 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12555448 F01 11/20/17 18 T12555465 A04 11/20/17 12 1T12555449 1 F02 1 11/20/17119 1T12555466 1A05 1 11/20/17 13 1T12555450 1 F03 1 11/20/17 120 I T125554671 B01 11/20/17 14 T12555451 F04 _L_11/20/17 121 1T12555468 1T125554681302 11/20/17 15 1 712555452 1 F05 1 11/20/17 122 1T12555469 B03 1 11/20/17 6 1 T12555453 1 F06 1 11/20/17 123 1T12555470 11304 111/20/17 17 1T12555454 F06A 1 1 1/20/17 124 1T12555471 1E305 1 11/20/17 8 1T12555455 F07 1 11/20/17125 1 T12555472 1 B06 1 11/20/17 9 1 T12555456 1 F08 1 11/20/17 126 1T12555473 P01 1 11/20/17 10 1T125554571 F09 1 11/20/17127 1T12555474 P02 1 11/20/17 11 1712555458 1 F10 [11/20/17128 1T125554751 P03 11/20/17 12 1T12555459 1 F11 1 11/20/17 129 T125554766PO4 1 11/20/17 13 1T125554601 F12 11/20/17 130 1T125554771 P05 1 11/20/17 14 1 T12555461 1 F13 1 11/20/17 j 41/ 15 T12555462 1A01 1 11/20/17 1 ` l Ily 16 1 T125554631 A02 1 11/20/171 17 1T12555464 1A03 A_11/20/171 0 I \. The truss drawing(s)referenced above have been prepared by ,��to R F iiii,,\., MiTek USA, Inc. under my direct supervision based on the parameters s.` p.�.....•... F/44.-i, provided by Manning Building Supplies. .` •�,�G .. •'• �''• Truss Design Engineer's Name: Finn, Walter • N 2 • 19 ••••• My license renewal date for the state of Florida is February 28, 2019. = *: • / IMPORTANT NOTE: The seal on these truss component designs is a certification = ' that the engineer named is licensed in the jurisdiction(s)identified and that the 1. '.� TATE OF :11.1 Z. designs comply with ANSI,TPI 1. These designs are based upon parameters °#.n'•�A`4 O P;\� .� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were •,�F ' • O R c s. given to MiTek. Any project specific information included is for MiTek's customers �. s, s` file reference purpose only,and was not taken into account in the preparation of 'eel/ON A' ��` these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Walter P.Finn PE No.22839 should verify applicability of design parameters and properly incorporate these designs Wok USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: November 20,2017 Finn, Walter 1 of 1 IF i Job Truss Truss Type Qty 1P1 --i Lamar Residence-Ashley Casey T12555448 J170409 F01 Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:57 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 fygLT 1-5dZNyjtwwmXFGy$Pk_72WSPahOnAgpgTXZ4vcwyHFxe 0N8 Scale=1:29.1 3x3= 3x3 i1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • •• • • • •• • • - • •, • ,t ,_ _ J _ NI: 11 e IMMIil 11-N-1"1H 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x3= 3x3- 3x3 17-5-8 17-5-8 Plate Offsets(X,Y)-- (29:0-1-8,0-0-12) LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 I 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 0.02 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:79 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 17-5-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 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). 4)Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. la A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1003/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab ricafkxn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormallon avaliabte from Truss Plate Institute.218 N.Lee Street,Suite 312,Nexandrla,VA 22314. Tampa.FL 33610 S S Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 1 T12555449 J170409 F02 Floor 12 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:58 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 tygLT1-Zg71A2uZh4f6t6KblheH3LxcjPu3ZCHcmDgT8MyHFxd 11-3-0 I I 1-8-8 I I 2-2-8 Scale=1:45.9 3x6= 1.5x4 H I 1.5x4 Il 4x7= 3x6 FP= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 cNz/I\: -/ \ /" \ / \./ \ / ;N./N/N/� IF_ 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 4x4= 3x6 FP= 1.5x4 II 1.5x4 II ' 3x4= 9-11-4 1-6-0 8-5-8 9-10-0 11-2-8 13-8-8 16-2-8 21-2-0 23-8-0 26-2-0 27-8-0 1-6-0 I 6-11-8 I 1-4-8 04-4 I 2-6-0 I 2-6-0 I 4-11.8 I 2-6-0 l 2-6-0 l 1-6-0 1-3-4 LOADING (psi) SPACING- 1-4-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.17 18-19 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0,26 18-19 >817 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(fL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:143 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 30=229/MechanIcal,15=580/Mechanical,25=1202/0-5-8 Max Uplift 30=-i7(LC 4) Max Gray 30=308(LC 3),15=589(LC 7),25=1202(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-30=-309/9,14-15=-585/0,1-2=-271/22,2-3=-507/263,3-4=-507/263,4-5=-507/263, 5-6=0/700,6-8=0/362,8-9=-919/0,9-10=-1605/0,10-11=-1915/0,11-12=-1848/0, 12-13=-1421/0,13-14=-584/0 BOT CHORD 28-29=-91/489,27-28=-263/507,26-27=-512/307,25-26=-1024/0,24-25=-1024/0, 23-24=0/474,21-23=0/1340,20-21=0/1915,19-20=0/1915,18-19=0/1915,17-18=0/1728, 16-17=0/1100 WEBS 6-25=-1162/0,1-29=-30/361,6-26=0/541,2-29=-303/96,5-26=-560/0,5-27=0/520, 14-16=0/778,6-24=0/933,13-16=-717/0,8-24=-884/0,13-17=0/446,8-23=0/640, 12-17=-428/0,9-23=-604/0,9-21=0/389,10-21=-515/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 30. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 1 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10)032015 BEFORE USE. Ni Design venial for use only with MITek®connectors.This design Is based oNy upon parameters shown.and Is for an Individual buNding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Busses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 iexandrW.VA 22314. Tampa.FL 33610 I Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey TI2555450 J170409 F03 Floor 13 1 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:59 2017 Page 1 ID:vYTgGOepHt000p2echRZ 1 fygLT1-10h7NOvBSOnzVGvnsO9W bZUnVpFYlfbm?tZOhoyHFxc 1-3-0 11-&8 I I1-11-0 I Scale=1:45.4 3x6= 1.5x4 II 1.5x4 II 3x8= 3x6 FP= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 S S Y / \ / \/ \ / \ /f 8\ /..\ /..` j 7 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x4 II 1.5x4 II 3x4= 3x5= 9-11-4 f-s-o 8-5.8 1 9-10-0 111-2-a 1 13-8-8 I 16-2-8 I 20-10-8 I 23-4-8 I 25-10-8 27-4.8 1-6 -0 6-11-8 1-4-80-x-4 2-6-0 2-6-0 4-8-0 2-6-0 2-6-0 1-6-0 1-3-4 LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.14 19 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.22 18-19 >931 360 BCLL 0.0 Rep Stress'nor YES WB 0.26 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:142 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 30=229/Mechanical,15=568/Mechanical,25=1192/0-5-8 Max Uplift 30=16(LC 4) Max Gray 30=308(LC 3),15=577(LC 7),25=1192(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-30=-309/9,14-15=-574/0,1-2=-271/22,2-3=-505/261,3-4=-505/261,4-5=-505/261, 5-6=0/696,6-7=0/336,7-8=-893/0,8-10=-1556/0,10-11=-1847/0,11-12=-1788/0, 12-13=-1385/0,13-14=-571/0 BOT CHORD 28-29=-90/488,27-28=-261/505,26-27=-509/304,25-26=-1026/0,24-25=-1026/0, 22-24=-9/457,21-22=0/1305,20-21=0/1847,19-20=0/1847,18-19=0/1847,17-18=0/1680, 16-17=0/1076 WEBS 6-25=-1153/0,1-29=-29/360,6-26=0/541,2-29=-302/95,5-26=-559/0,5-27=0/519, 14-16-0!761,6-24=0/918,13-16=-701/0,7-24=-870/0,13-17=0/430,7-22=0/628, 12-17=-411/0,8-22=-593/0,8-21=0/373,10-21=-488/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 30. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9(6.7473 rev.101032015 BEFORE USE INNI. Design valid for use only with MITek®connectors.TNs design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal injury and property danage. For general guidance warning the fabrtcatton,storage,delivery,erection and bracing of fusses and truss systems.seeANSI/IP11 Qualify Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Solely information available from Truss Plate kultlute,218 N.Lee Sheet.Silts 312.Alexatdrla.VA 22314. Tampa.FL 33610 i T Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 1 TI2555451 J170409 F04 Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:00 2017 Page 1 ID:vYTgGOepHtUOOp2echRZ1fygLT1-WCEVbkvpDhvg7QT_P6g18mI46Dps1AcvEXJZDFyHFxb Scale=1:45.8 3x3 II 3x3= 3x6 FP= 3x3= 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 S 'e b S S a ? \' i V e ^I .1 P P .3 p P PI P P. F 1� B P P 41 s S 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x3= 3x3 II 3x6 FP= 3x3= 27-4-8 27-4-8 LOADING (psi) j SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:125 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 27-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)24,44,43,42,41,40,39,38,37,36,35,34,33,32,31, 30,29,28,27,26,25,45 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 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). 4)Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI7473 rev.1G03/2015 BEFORE USE. lilt Design valid for use only with MITeka connectors.This design is based only upon parameters shown.and Is for an individual'wilding component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buNding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with pose personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 r n Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555452 J170409 F05 Floor 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 S Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:01 2017 Page 1 ID:vYTgGOepHtUOOp2echRZltygLTI-_Pouo4wR_?1hka2AzpB_g_ZDbd7JmcW2SB271hyHFxa 128 I 100 I 1-3-0 3i6 1 3x6= 2 1.5x4 I 3 1.5x4 II 4 Scale=1:9.4 r111111 3x3= 3x3= 7 6 3x3 3x3 I 4-2-8 4-2-8 LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.10 ! Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:27 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=343/Mechanical,5=343/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-339/0,4-5=-337/0,1-2=-279/0,2-3=-27910,3-4=-279/0 BOT CHORD 6-7=0/279 WEBS 4-6=0/365,1-7=0/370 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s)for truss to truss connections. 3)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-4=-167(B=-100) 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-4=-167(6=-100) 3) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Veil:5-8=-7,1-3=-167(6=-100),3-4=-113(6=-100) 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:5-8=-7,1-2=-113(B=-100),2-4=-167(B=-100) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-3=-167(B=-100),3-4=113(8=-100) 6)4th chase Dead:Lumber Increase-1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-2=-113(B=-100),2-4=-167(6=-100) � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*15-7473 rev.10/93/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary cnd permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and taus systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from Taus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 r , Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey TI2555453 J170409 F06 Floor 3 1 , Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:02 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 fygLT1-SbMGOQx31J9YMjdMXXiDDB6PY1 T4V3MChgogH7yHFxZ 1-3-0 2-1-0 3x6= Scale=1:10.8 1 3x6= 2 1.5x4 I 3 1.5x4 II 4 1 1 q • 1 i •Aj I 3x3= 8 7 6 5 3x3= 3x3 Il 3x3 H 5-4-0 5-4-0 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.01 7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.01 7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5,0 Code FBC2014/TP12007 Matrix-SH Weight:30 lb FT=20%F,11%E 1 LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=186/Mechanical,5=186/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. I ) ran tut 0 WARNING-Very design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mfl-7473 rev.10/03.2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an indlvkklal building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required to stabAlty and to prevent collapse with possble personal him and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems seeANSI/TPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Informallon available Born Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria VA 22314. Tanya,FL 33610 t Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555454, J170409 FO6A Floor 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:02 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 fygLT1-SbMGOQx31J9YMjdMXXiDDB6P21 TyV3HChgogH7yHFxZ 1-3-0I 2-4-0 3x6= Scale=1:10.9 1 3x6- 2 1.5x4 II 3 1.5x4 II 4 j Y 1 1 3x3= 8 7 6 3x3= 3x3 I I 3x3 1 l 4-1-0 5-7-0 4-1-0 1-6-0 LOADING (psf) SPACING- 1-4-0 CSI. I DEFL. in (Ioc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.01 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 7 >999 360 BCLL 0.0 j Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:31 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=196/Mechanical,5=196/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-6=0/254,1-7=0/254 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1 � 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.14/03/2015 BEFORE USE. id. Design valid for use only with MITeke connectors.this design is based only upon parameters shown,and Is for on Indwdual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMNdud truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stabtlBy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI I Quality Criteria,DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safely Information avdlable from Truss Plate Institute,218 N.Lee Sheet.Suite 312 Alexandria VA 22314. Tampa,FL 33610 ! r Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555455 J170409 IF07 Floor 13 1 1 I 1 ;Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:03 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLT 1-wnweDmyhW cl P_tCZ5E DSI PfX4QmbE W NLwUXDgayHFxY 1-3-0 I 2-3-8 I 1-8-0 I Scale=1:20.7 1.5x4 II 1.5x4 I I 3x6= 3x6= 1 — 2 3 4 5 6 7 • 9 •` • 1•• • NT/ 0 Y 1 1 e s c 16 15 14 * 12 11 10 9 8 1.5x4 I I 1.5x4 I I I 1-6-0 I 5-5-0 5-�-4 6-9-8 11-2-8 I 12-8-8 1-6-0 3-11-0 0-6-4 1-4-4 4-5-0 1-6-0 i I LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.02 10 >999 480 I MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.02 10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-SH I Weight:69 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. REACTIONS. (lb/size) 16=191/Mechanical,8=260/Mechanical,13=714/0-3-8 Max Gray 16=201(LC 10),8=267(LC 7),13=719(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-263/0,5-6=-406/0 BOT CHORD 11-12=0/406,10-11=0/406,9-10=0/406 WEBS 4-13=-711/0,1-15=0/272,4-14=0/256,7-9=0/284,4-12=0/262,6-9=-261/0,5-12=-263/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ..44)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16—7,1-7=-67 Concentrated Loads(Ib) Vert:4=-252 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-7=-67 Concentrated Loads(Ib) Vert:4=-252 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-4=-67,4-7=-13 Concentrated Loads(Ib) Veil:4=-252 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Continued on Daae 2 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/0312015 BEFORE USE. la Design valid for use only with Mick®connectors.Ns design Is based only upon parameters shown,and is for on Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Wry and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSt/WP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avc cable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. I Tempe.FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555455 J170409 F07 Floor 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:03 2017 Page 2 I D:vYTgGOepHt000p2ech RZ 1 fygLT 1-wnweDmyhW cl P_tCZ5E DSIPfX4QmbE W NLwUXDgayHFxY LOAD CASE(S) Uniform Loads(plf) Vert:8-16=-7,1-4=-13,4-7=-67 Concentrated Loads(Ib) Vert:4=-252 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-4=-67,4-7=-13 Concentrated Loads(Ib) Vert:4=-252 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-4=-13,4-7=-67 Concentrated Loads(ib) Vert:4=-252 7) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-3=-67,3-4=-13,4-7=-67 Concentrated Loads(Ib) Vert:4=-252 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-2=-13,2-7=-67 Concentrated Loads(Ib) Vert:4=-252 9)3rd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-6=-67,6-7=-13 Concentrated Loads(Ib) Vert:4=-252 10)4th chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-4=-67,4-5=-13,5-7=-67 Concentrated Loads(Ib) Vert:4=-252 11)5th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-3=-67,3-4=-13,4-7=-67 Concentrated Loads(ib) Vert:4=-252 12)6th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-2=-13,2-7=-67 Concentrated Loads(Ib) Vert:4=-252 13)7th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-6=-67,6-7=-13 Concentrated Loads(Ib) Vert:4=-252 14)8th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-7,1-4=-67,4-5=-13,5-7=-67 Concentrated Loads(Ib) Vert:4=-252 / I WARNAVG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10413/2015 BEFORE USE. Design valid for use only with MlTeke connectors.This design is based only upon parameters shown,and Is for an in dM dual holding component.not a truss system.Before use,the building designer must verify the ap licat Ally of design parameters and properly Incorporate this design Into the overall building design. &acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Mitek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate hsltute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 t i Job j Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555456 J170409 .F08 Floor 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:04 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 fygLT1-OzUOQ6zJHwQGb1 nleylhIc6)Rg3xzydV88HnM0yHFxX 0-1-8 1-3-0 1-7-41-7-12 i Scale=1:28.2 1.5x4= 1,5x4 II 3x6= 1.5x4 II 3x6= 1 2 3 4 5 6 7 8 9 • 1 1 -/ / \ \ \ ,I Y bbb I� • 19 18 17 AAS 15 14 13 12 it 1.5x4 l 'n 1.5x4 II 1-6-0 5-11-12 7-4-4i 13-0-0 15-6-0 17-0-0 1-6-0 4-5-12 1-4-8 5-7-12 2-6-0 1-6-0 Plate Offsets(X,Y)-- 121:0-1-8,0-0-121 LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.05 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.07 12-13 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.14 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:91 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17,15-16. REACTIONS. (lb/size) 20=224/0-5-0,10=407/0-3-8,16=594/0-3-8 Max Gray 20=242(LC 10),10=411(LC 7),16=601(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-406/0,2-3=-339/0,3-4=-339/0,4-5=-456/0,5-6=-932/0,6-7=-932/0, 7-8=-845/0,8-9=-385/0 BOT CHORD 18-19=0/339,17-18=0/339,14-15=0/759,13-14=0/932,12-13=0/932,11-12=0/723 WEBS 4-16=-603/0,4-17=0/298,9-11=0/512,4-15=0/461,8-11=-471/0,5-15=-447/0, 5-14=0/295 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. mit 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE M9.7473 rev.1003/2015 BEFORE USE. Design valid for use only with MITekw connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer roust verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabitly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecflon and bracing of trusses and truss systems.seeANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate insitiute,218 N.Lee Street.Suite 312-Nexarrdrla,VA 22314. Tampa.FL 33610 r r Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555457 J170409 F09 Floor 12 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 S Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:05 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-sA20eSzy2EY7DBMxCfGwrgkn?ENHIOXeNoOKuSyHFxW 0-1-8 1-3-0 2-3-0 Scale=1:28.2 3x4= 1.5x4= 3x5= 3x6= 1 2 3 4 5 6 7 8 9 1:\ /\ N — _\ /'\\, , o 1 17 16 15 14 13 12 11 10 3x4 = 1.5x4 i I 3x6= 1.5x4 II 3x4= 17-0-0 17-0-0 Plate Offsets(X,Y)-- [19:0-1-8,0-0-121 LOADING (psf) 1 SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.23 13-14 >865 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.35 13-14 >568 360 BCLL 0.0 I Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 9 rVa n/a BCDL 5.0 I Code FBC20141TPI2007 Matrix-SH Weight:90 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(ffat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP 2250F 1.9E(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=610/0-5-0,9=614/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-606/0,8-9=-615/0,1-2=-615/0,2-3=-1499/0,3-4=-2026/0,4-5=-1986/0,5-6=-1986/0,6-7=-1502/0, 7-8=-612/0 BOT CHORD 16-17=0/1157,15-16=0/1834,14-15=0/1834,13-14=0/2118,12-13=0/1986,11-12=0/1986,10-11=0/1139 WEBS 8-10=0/815,7-10=-732/0,7-11=0/505,6-11=-704/0,6-12=0/252,1-17=0/793,2-17=-754/0,2-16=0/476, 3-16=-456/0,3-14=0/261,4-13=-296/156 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1003/2015 BEFORE USE. 11111 Design valid for use only with Mileke connectors.This design Is based only upon parameters shown.and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buddng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/1'PI1 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 r r Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555458 J170409 F10 Floor 7 1 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:06 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLT 1-KMcnro_aoXg_rLx8mNnAN 1 GxsekbRr6ncSmuQvyHFxV 0-1-8 — II 1-1-0 I I 1-3-0 2-4-8 Scale=1:21.8 3x4= 1.5x4= 1.5x4 II 3x6= I 2 3 4 5 6 7 • \ • • • 6 -;i1. 7\ q a . Z_ 15 1K 13 12 11 10 94 8 3x6= 1.5x4 II 1-4-0 1)5)8 13-2-8 ' 1-4-0 0-1-8 11-9-0 Plate Offsets(X,Y)-- (9:0-1-8,Edge),116:0-1-8,0-0-121 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (toe) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.21 10-11 >657 480 MT20 244/190 TCDL 10.0 � Lumber DOL 1.00 BC 0.57 Vert(TL) -0.21 10-11 >674 360 BCLL 0.0 � Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-SH Weight:71 lb FT=20%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 2250F 1.9E(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=359/Mechanical,14=1231/0-5-8 Max Gray 8=363(LC 4),14=1231(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-447/0,1-2=0/662,2-3=0/468,3-4=-4921193,4-5=-720/24,5-6=-568/0, 6-7=-568/0 BOT CHORD 13-14=-647/0,12-13=-314/265,11-12=-92/716,10-11=0/568,9-10=0/568 WEBS 2-14=-557/0,1-14=-945/0,2-13=0/599,3-13=-552/0,3-12=0/321,4-12=-316/0, 7-9=0/742,6-9=-270/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:8-15=-7,1-7=-67 Concentrated Loads(lb) Vert:1=-644 e ith. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the upp lcability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Aiexaandda,VA 22314. Tampa.FL 33610 Job Truss Truss Type r Qty Ply Lamar Residence-Ashley Casey T12555459 J170409 F11 Floor 2 I 1 I Job Reference(optional) , Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:06 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLTI-KMcnro_aoXg_rLx8mNnAN1G03ekIRrRncSmuQvyHFxV 0-1-8 H 1-1-0 I 1 1-3-0 2-0-0 Scale:3/8'=1' 1.5x4= 3x6= 3x6= 1 2 3 4 5 6 7 8 9 t\I\ .I N/ 1 21T 117 / /a e • • 1 20 18 17 16 15 14 13 12 11 3x6= 3x5= 1.5x4 I 1.5x4 II 3x4= 1-4-0 1-�-B 2-10-0 1 5-4-0 I 7-10-0 12-7-0 15-1-0 17-7-0 19-1-0 1-4-0 0- -8 1-4-8 2-6-0 2-6-0 4-9-0 2-6-0 2-6-0 1-6-0 Plate Offsets(X,V)-- (21:0-1-8,0-0-12) LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.14 14-15 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.20 13-14 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.25 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-SH Weight:101 lb FT=20%F,1 i%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 2250F 1.9E(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19,17-18. REACTIONS. (lb/size) 10=591/0-3-8,19=1429/0-5-8 Max Gray 10=594(LC 4),19=1429(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-590/0,1-2=0/708,2-3=-17/485,3-4=-1051/128,4-5=-1690/0,5-6=-1963/0, 6-7=-1876/0,7-8=-1437/0,8-9=-590/0 BOT CHORD 18-19=-708/0,17-18=-289/625,16-17=0/1453,15-16=0/1963,14-15=0/1963, 13-14=0/1963,12-13=0/1747,11-12=0/1112 WEBS 2-19=-748/0,1-19=-977/0,9-11=0/786,2-18=0/895,8-11=-726/0,3-18=-847/0, 8-12=0/452,3-17=0/596,7-12=-432/0,4-17=-563/0,4-16=0/389,6-13=-275/138, 5-16=-536/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-9=-67 Concentrated Loads(Ib) Vert:1=-644 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-9=67 Concentrated Loads(Ib) Vert:1=-644 3) 1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=67,2-9=-13 Continued on Dane 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.11/03/2016 BEFORE USE. is Design valid for use only with MITeke connectors.This design Is based only upon parameters shown.and is for an IndMdual balding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal inkrry and property darnage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey TI2555459 J170409 F11 Floor 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:06 2017 Page 2 ID:vYTgGOepHt000p2echRZ1 fygLT1-KMcnro_aoXg_rLx8mNnAN1 G03ekIRrRncSmuQvyHFxV LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-644 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-13,2-9=-67 Concentrated Loads(Ib) Vert:1=-644 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-67,2-9=-13 Concentrated Loads(Ib) Vert:1=-644 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:10-20=-7,1-2=-13,2-9=-67 Concentrated Loads(ib) Vert:1=-644 7) 1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-13,2-6=-67,6-9=-13 Concentrated Loads(Ib) Vert:1=-644 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-67,2-5=-13,5-9=-67 Concentrated Loads(Ib) Veil:1=-644 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-13,2-6=-67,6-9=-13 Concentrated Loads(Ib) Vert:1=644 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-2=-67,2-5=-13,5-9=-67 Concentrated Loads(Ib) Vert:1=-644 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.10032015 BEFORE USE 1111 Design valid for use only with MITek0 connectors.this design Is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall briding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" k always required for stability and to prevent collapse with possible personal injury and property damage. For general grridarce regarding the fcbdcatbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312 Alexandria VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey I TI2555460 J170409 F12 Floor 11 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:07 2017 Page 1 I D:vYTgGOepHt000p2echRZ I tyg LT I-oY9937?CZr0gSV W KK41 PwFpDf2_W Alsxr6VRzLyHFxU 0-1-8 H I 1-3-0 1-11-8 Scale=1:29.4 3x4= 1.5x4= 3x6= 1 2 3 4 5 6 7 8 • • Y ii9 N / \ / •1312 11 :6- 3x4 ►3x4= 1.5x4 H 1.5x4 II 3x5= 1-6-0 4-0-0 6-6-0 11-2-8 13-8-8 16-2-8 17-8-8 1-6-0 2-6-0 2-6-0 4-8-8 I 2-6-0 2-6-0 I 1-6-0 Plate Offsets(X,Y)-- 09:0-1-8,0-0-121 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 � Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.16 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.24 13-14 >859 360 BCLL 0.0 I Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 I Code FBC2014/TP12007 Matrix-SH Weight:91 lb FT=20%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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=636/0-5-0,9=640/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-633/0,8-9=-636/0,1-2=-644/0,2-3=-1584/0,3-4=-2120/0,4-5=-2297/0,5-6=-2119/0,6-7=-1584/0, 7-8=-643/0 BOT CHORD 16-17=0/1212,15-16=0/1938,14-15=0/2297,13-14=0/2297,12-13=0/2297,11-12=0/1938,10-11=0/1213 WEBS 8-10=0/856,1-17=0/831,7-10=-793/0,2-17=-790/0,7-11=0/516,2-16=0/517,6-11=-491/0,3-16=-492/0, 6-12=0/313,3-15=0/313,5-12=-393/2,4-15=-393/2 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. t I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/032015 BEFORE USE. regt Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and is for an IndMdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall b hiding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addltkmal temporary and permanent bracing MiTek Is always required for slabltty and to prevent collapse with possible personal injury and property damage. For general guidance rega rckrg the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bird. Safety Information avclde from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job Truss Truss Type rI Qty Ply I Lamar Residence-Ashley Casey T12555461 J170409 F13 Floor Supported Gable 1 1 I I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:08 2017 Page 1 ID:vYTgGOepHt000p2echRZ 1 tyg LT1-HljXGTOq K9wh4e5 W tnpeSSMS8RXIvob43mF_VnyHFxT o1-e o-K8 Scale=1:28.7 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • , • • • • • • • • v • • el • • a r • • • • • f:&•- - - 30 FM \-V-iiaV 11Y� 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x3= 3x3 = 3x3= 3x3= 17-2-8 17-2-8 Plate Offsets(X,Y)-- (29:0-1-8,0-0-12),(30:0-1-8,0-0-121 i 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 0.08 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 0.02 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH 1 Weight:80 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied 0110-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.2(flat) 10-0-0 oc bracing:27-28,15-16. REACTIONS. All bearings 17-2-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 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). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1 __ I Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10'03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design B based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlamle from Truss Plate institute.218 N.Lee Street.Suite 312 Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type I Qty Ply Lamar Residence-Ashley Casey T12555462 J170409 A01 GABLE 11 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:44 2017 Page 1 ID:vYTgGOepHtUOOp2echRZIfygLT1-_7HSEGjn_nu5CyFvTIO?UOMBAmE5IgWYY1 RjfAyHFxr 14-0-6 1 -2-0-0 I 6-8-8 1 13-1-8 13-q-1l 20-1-0 201-1141-1141 Q-11-4 27-0-8 34-6-0 I 36-6-0 I 2-0-0 6-8-8 6-5-0 0-4-9 6-0-10 a10-1� 60-10 7-5-8 2-0-0 0-6-5 457= Scale=1:70.1 4x4= 8 >: :I6 53 54 7 1 .ai 14. :':i r • • 3x53x5 G 9 255 I •,� I1 11 F. 3x4 II 8.00 12 454 II 72464x8414 5 858�i •I 10 • 6x8 49 =\NI 522 1011.0111:s ' 11e ^i 3 254 II _ 121 1 -.. 16 un • • 8.00 12 2x4 ! 4x4 2x42x4 II 14 13 19 t8 17 354 II 5x8= 5x8•i 14-0-6 68.8 { 12-8-0 t -1.8 l 20-1-0 27-0-8 34-6-0 6-8-8 571-8 58 6-0-10 6-11-8 7-5-8 0-10-14 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[3:0-6-9,Edge],[6:0-5-4,0-2-0],[8:0-2-0,0-2-3],[11:0-3-8,0-1-12],[11:0-4-15,Edge],[14:0-6-4,0-2-4],[15:0-2-0,0-0-10],[17:0-4-0,0-1-9], (37:0-1-9.0-0-121,140:0-1-9,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.09 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.22 13-14 >407 180 BCLL 0.0 * Rep Stress Incr YES WB 0.47 Horz(TL) 0.06 13 n/a n/a i BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:345 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` except end verticals. 15-17,14-15:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS T-Brace: 1x4 SPF Stud-4-17 OTHERS 2x4 SP No.2 2x4 SP No.2-5-17,6-16 Fasten(1 X) T and I braces to narrow edge of web with 8d (0.113"x2.5")nails,6in o.c.,with 3in minimum end distance. and Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. All bearings 13-1-8 except(jt=length)14=0-5-8,14=0-5-8,14=0-5-8,13=0-3-0, 13=0-3-0. (Ib)- Max Horz 19=-360(LC 10) Max Uplift All uplift 100 lb or less at joint(s)18 except 19=-187(LC 12), 17—487(LC 12),14=-114(LC 8),13=-304(LC 12) Max Gray All reactions 250 lb or less at joint(s)13,13 except 19=371(LC 1), 19=371(LC 1),17=627(LC 17),17=612(LC 1),14=1359(LC 22),14=1284(LC 1), 14=1284(LC 1),18=457(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-278/31,9-11=-39/608,2-19=-309/264,11-13=-256/326 BOT CHORD 18-19=-285/402,16-17=-394/385,15-16=-426/447,14-15=-569/139,13-14=-40/323 WEBS 4-18=-314/109,5-17=-404/269,7-15=-293/267,9-14=-843/181,2-18=-320/214, 11-14=-509/135,9-15=-125/583 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interior(1)1-4-7 to 14-0-6,Exterior(2)14-0-6 to 25-4-2,Interior(1)25-4-2 to 36-7-0 zone;cantilever left and right exposed;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf 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. Continued on oaae 2 __1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE REFERANCE PAGE MII-7473 re10/0312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an I ndMduat building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with poo le personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI t Quality Criteria,DSS-69 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555462 J170409 A01 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:44 2017 Page 2 I D:vYTgGOepHt000p2echRZ 1 fygLT1-_7HSEGjn_nubCyFvTIO?UOM BAmE51q W YY 1 RjfAyHFxr NOTES- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18 except(jt=lb)19=187,17=487,14=114,13=304. 10)No notches allowed in overhang and 20000 from left end and 20000 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mllek®connectors.This design Is based only upon parameters shown,and Is for an kxiMdual building component not a truss system.Before use,the building designer must verify the applk:abillty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general grid nce regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPit Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tanga,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 7125554631 J170409 A02 PIGGYBACK BASE 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:45 2017 Page 1 I D:vYTgGOepHt000p2echRZ1 tygLTl-SKgrRckP140yp6g51 SvE 1 cvMnAUN 1 BiinhAHBcyHFxq -2-0-0 l 6-10-13 13-1-8 13,-G-1 20-1-0 20[11-14 27-0-8 ` 34-6-0 36-6-0 2-0-0 6-10-13 6-2-11 0-4-9 6-6-15 0-10.14 6-0-10 7-5-8 2-0-0 Scale=1:71.3 5x8= 5x8 M18SHS= 1.5x4 II 1.5x4 II 4 5 21 22 6 7 II IIIi! 8.0012 3X5 / 20 \iiiip. 1 23 3x5 8 3 0 n - ♦`ti 5x10 MT20HS 6x6 14 13 6x8= 19 5x8= 24 n 2 9 a 1 18 15 8.00 12• t2 ; 17 16 3x6 II3x6= 5x6=1.5x4 I! 3x6 II 33.66 1 4x16= 2 7 0 0 6-10-13 l 6-211 10-4-9 6-6-15 0210-14 6-0-10 0-5-8 74-0.0 Plate Offsets(X,Y)-- [2:0-3-0,0-1-81,15:0-5-12,0-2-01,17:0-5-8,0-1-12),[9:0-3-8,Edgel,f12:0-10-4,0-2-01,[16:0-6-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.73 Vert(LL) -0.15 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.39 14-15 >838 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.19 11 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:242 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-5 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, Except: 6-0-0 oc bracing:13-14 3-4-13 oc bracing:12-13. WEBS 1 Row at midpt 3-16,5-14,4-16 REACTIONS. (lb/size) 18=947/0-5-8,12=2094/0-5-8,11=-269/0-3-0 Max Horz 18=369(LC 11) Max Uplift 18=477(LC 12),12=-464(LC 12),11=-483(LC 21) Max Gray 18=947(LC 1),12=2094(LC 1),11=71(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-975/463,3-4=-777/480,4-5=-798/508,5-6=-474/320,6-7=-474/320,7-8=-510/289, 8-9=-175/1044,2-18=-884/557,9-11=-30/560 BOT CHORD 17-18=-308/423,16-17=-221/837,15-16=-158/770,14-15=-76/667,13-14=-146/274, 12-13=-918/348,11-12=-29/304 WEBS 3-16=-493/265,5-14=-325/237,8-13=-150/1126,8-12=-13581487,2-17=-216/618, 9-12=-880/288,5-15=-212/457,7-13=-272/9 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interior(1)1-4-7 to 13-6-1,Exterior(2)13-6-1 to 25-10-7,Interior(1)25-10-7 to 36-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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.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. 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt�b) 18=477,12=464,11=483. r. Q WARNING-Varity design panmNers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/032015 BEFORE USE. mit Design valid for use only with MReke connectors.This design Is based only upon parameters shown,and is for an Individual building cot rap o hent,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see11NSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safely Information avdable horn Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 r 1 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555464 J170409 A03 PIGGYBACK BASE 1 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:46 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-wWODfyl1 WO8pRGPIbAQTZpRXYagdmezr?Lwgj3yHFxp I -2-0-0 I 6-8-8 I 13-1-8 131-6-1 20-1-0 2O li-l4 27-0-8 I 34-6-0 36-6-0 2-0-0 6-8-8 6-5-0 0419 6-6-15 010-14 6-0-10 7-5-8 2-0-0 Scale=1:71.5 5x8= 1.5x4 I I 1.5x4 II 5x5 4 5 21 22 6 7 PM $ L! 8.00 1223 3x5 3x5 i 20 8 3 0 ro r o 5x10 MT2OHS 14 13 61c8— _ 19 5x8- NN 24 _ 9 n 2 6x6�� 4 1.2N lif) 15 8.00 12 •••••••••••••••••••'•: 3x6 17 163x6 II 3x6 II 3x6= 5x8=1.5x4 II 12 11 4x16= 6-8-8 13-1-8 1 20-1-0 2p 3 I 6-8-8 l 6-5-0 09 6-6-15 0-110-14 6-0-10 I 7 5-8 Plate Offsets(X,Y)-- 12:0-3-0,0-1-12115:0-5-12,0-2-01,17:0-2-12,0-2-01,19:0-3-8,Edge),112:0-10-4,0-2-01,116:0-6-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.73 Vert(LL) -0.15 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.38 14-15 >845 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS H Weight:241 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 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, Except: 6-0-0 oc bracing:13-14 3-5-6 oc bracing:12-13. WEBS 1 Row at midpt 3-16,4-16,5-14 REACTIONS. All bearings 7-5-8 except(jt=length)18=0-5-8. (Ib)- Max Horz 18=369(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 18=-478(LC 12),12='-460(LC 12),11=-479(LC 21) Max Gray All reactions 250 lb or less at joint(s)11 except 18=948(LC 1),12=2089(LC 1),12=2089(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-981/465,3-4=-777/478,4-5=-811/519,5-6=-479/323,6-7=-479/323,7-8=-516/293, 8-9=-172/1038,2-18=-888/557,9-11=-28/556 BOT CHORD 17-18=-310/413,16-17=-227/844,15-16=-168/779,14-15=-78/669,13-14=-140/270, 12-13=-913/342,11-12=-29/304 WEBS 3-16=-490/263,5-14=-323/236,8-12=-1357/486,2-17=-230/638,9-12=-875/284, 7-13=-270/9,5-15=-226/472,8-13=-149/1124 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=lotmph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interior(1)1-4-7 to 13-6-1,Exterior(2)13-6-1 to 25-10-7,Interior(1)25-10-7 to 36-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 478 lb uplift at joint 18,460 lb uplift at joint 12 and 479 lb uplift at joint 11. 1 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE P11.7473 rw.10103/2015 BEFORE USE. IIII Design valid for use only with Mitek®connectors.this design Is based only al,on parameters shown,and Is for an Individual building corn{xment not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oily. Additional temporary and permanent tracing Milek* is always required for stability and to prevent collapse with possible personal WJuay and property damage. For general gtldcnce regarding the fabrication,storage,delivery,erection and bracing of trusses and tress systems.seeANSI/1PI l Guilty Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Salify Information avalatrle from Truss Plate Institute,218 N.Lee Sheet,Sulte 312,Alexandda VA 22314. Tampa.FL 33610 Job Truss Truss Type , Qty Ply Lamar Residence-Ashley Casey T12555465 J170409 A04 PIGGYBACK BASE 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:48 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-suWz3emH2?PXhaZgibSxfEXukNYODcs8TfPxoxyHFxn -2-0.0I 6-8-8 6-111-13 13-6-1 20-1-0 20[11-14 34-6-0 136-6-0 2-0-0 6-8-8 0-2-5 6-7-5 6-6-15 0.10.14 13-6-2 2-0-0 Scale=1:71.9 4x10= 1.5x4 II 1.5x4 II 5x5 4 5 21 22 6 7 • 8.00 I12 .1\ 3x5 7i 20 23 3x5 8 3 0 d 5x10 MT2OHS 145x8 M18SHS 11:1NN 4 IlIllhhh 19 8x8= 2 �� 9 a 15 8.00 FIF :11 18 17 16 12 3x6 I I3x6= 6x8=1.5x4 I I 4x7 II 4x10= 6-8-8 6-111-13 13-1-8 20-1-0 I 27-0-8 I 34-6-0 6-8-8 0-2-5 6-2-11 6-11-8 6-11-8 7-5-8 Plate Offsets(X,Y)-- [2:0-3-0,0-1-81,15:0-7-12,0-2-01,[9:0-3-0,0-1-121,[11:0-3-8,Edgel,[12:0-4-8,0-2-01,116:0-6-4,0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.27 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.65 14-15 >633 180 MT2OHS 187/143 BCLL 0.0 ` Rep Stress Incr YES WB 0.58 Horz(TL) 0.34 11 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:241 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, 5-7:2x4 SP 2250F 1.9E except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. 14-16,12-14:2x4 SP 2250F 1.9E WEBS 1 Row at midpt 3-16,4-16,5-15 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 18=1386/0-5-8,11=1386/0-5-8 Max Horz 18=369(LC 11) Max Uplift 18=-574(LC 12),11.574(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1549/658,3-4=-1350/690,4-5=-1483/793,5-6=-1787/793,6-7=-1787/793, 7-8=-2226/867,8-9=-1545/662,2-18=-1321/689,9-11=-1303/690 BOT CHORD 17-18=-303/424,16-17=-386/1307,15-16=-361/1315,14-15=-260/1311,13-14=-274/1654, 12-13=-425/1499,11-12=-42/341 WEBS 3-16=-402/223,4-16=-473/189,5-14=-167/973,2-17=-377/1129,8-12=-914/344, 9-12=-342/1060,7-13.254/518,5-15=-174/333,8-13=-76/693,6-14=0/376 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interior(1)1-4-7 to 13-6-1,Exterior(2)13-6-1 to 25-10-7,Interior(1)25-10-7 to 36-7-0 zone;cantilever left and right exposed;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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 574 lb uplift at joint 18 and 574 lb uplift at joint 11. k f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIF 7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MIlek0 connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/Tell Quality Criteria,DSB-89 and SCSI Bulking Component 6904 Parke East Blvd. Safely Information available from Trus Plate Institute,218 N.Lee Street,Suite 312,Nexandrka,VA 22314. Tampa.FL 33610 I r Job Truss Truss Type Ory Ply Lamar Residence-Ashley Casey T12555466 J170409 A05 Attic 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:49 2017 Page 1 ID:vYTgGOepHtUOOp2echRZlfygLT1-K54LHznvpJXOIk85GIzABS34PngHy_EHiJ8UKOyHFxm 12-0-0 23-0-4 •2-0.0 5-6-14 10-10-4 11i-511,13-6A 17-3-0 20-11-14 22-6-0 21-712 28-11-2 34-6-0 36-6-0 1 2-0-0 I 5.6-14 5-3-6 0-7- 1-6-1 I 3-8-14 I 3-8-14 11-6-1d-6- I 5-3-6 I 5-6-14 12-0.0 0-65 0-7-8 Scale=1:66.3 4x7= 1.5x4 II 4x7= 2x4= 7 30 8 31 9 2x4_ 1.5x4 II 6 A j $ 10 1.5x4 11 5 • ICAI $ 11 18 20 19 8.00 1P 1.5x4 II 4x10= 1.5x4 II 32 29 1.5x4Q 1.5x4 4 /2 R g 6x6 i 6x6 3 13 2 'fir x,`'14 iv,or/ tr 17 16 = 8x8= 8x14 I I 8x14 II 10-8-8 _- 101p-4 16-10-12 _ I 23-7-12 I 34-6-0 10-8-8 0-1-12 6-0-8 6-9-0 10-10-4 Plate Offsets(X,Y)— 17:0-5-4,0-2-01,19:0-5-4,0-2-01,(16:0-2-0,0-5-121,117:0-2-0,0-5-12) LOADING (psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.35 17-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.51 16-17 >811 180 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(TL) 0.09 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Attic -0.29 16-17 529 360 Weight:286 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins. 7-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. BOT CHORD 2x8 SP DSS*Except* JOINTS 1 Brace at Jt(s):20 16-17:2x12 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x10 SP No.2 2-2-4,Right 2x10 SP No.2 2-2-4 REACTIONS. (lb/size) 2=1453/0-5-8,14=1453/0-5-8 Max Horz 2=311(LC 11) Max Uplift 2=-532(LC 12),14=-532(LC 12) Max Gray 2=1636(LC 18),14=1636(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-1972/668,4-5.1843/639,5-6=-1380/637,6-7=-342/249,7-8=-453/436, 8-9=-453/436,9-10=-342/249,10-11=-1380/637,11-12=-1842/639,12-14=-1972/668 BOT CHORD 16-17=-222/1568,14-16=-398/1587,2-17=-376/1780 WEBS 4-17=-332/232,5-17=-10/645,11-16=-10/645,12-16=-332/232,6-18=-1595/488, 18-20=-1590/485,19-20=-1590/485,10-19=-1595/488,9-20=-269/418,7-20=-269/418 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=35ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interlor(1)1-4-7 to 13-6-1,Exterior(2)13-6-1 to 25-10-7,Interior(1)25-10-7 to 36-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-17 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 532 lb uplift at joint 2 and 532 lb uplift at joint 14. 8)Attic room checked for 11360 deflection. 1 ► iii. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 118-7473 rev.10/03/2015 BEFORE USE. Design valid for use only witt i Mi lei//connectors.this design is based only upon parameters shown,and is for an IndMdual building component.not a truss system.Before use,iho t wilding designer must verify the applicability of design parameters and properly hcorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Wry and property damage. For general guidance regarding the fabrication storage,delivery,erection and bracing of trusses and truss systems.seeANS1/WP11 Quality Criteria,05849 and BCSI Building Component 6904 Parke East Blvd. Safely Information avdiable from Truss Rate Institute,218 N.Lee Street.Suite 312.F Texan ria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey TI2555467 J170409 B01 Piggyback Base 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:50 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLT1-oHej UJoXadfFwti3q?VPkfcGaBDrhQ_Rwzu1 sgyHFxl -2-0-0 4-5-6 8-7-4 13-6-2 16-11-0 2-0-0 I 4-5-6 4-1-14 4-10-14 3-4-14 4x4= 4x7= Scale=1:61.6 5 6 irimmommra 6x8:1•317.11 8.00112 4 13 3x5 i ;•� 11 o �9 o�� 5x8 \ m Sx5�i 12 •,2 /' 10 �r4.1 3x5 i 8� 1 Sx10 0 8.00112 ► Q d 11 4x4 11 2x5= 4-5-6I 8-7-4 13-6-2 16-11-0 4-5-6 4-1-14 4-10-14 3-4-14 Plate Offsets(X,Y)-- 12:0-2-4,0-2-01,111:0-3-4,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.28 9 >722 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.48 9 >419 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.99 Horz(TL) 0.70 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. 6-7:2x4 SP 2250F 1.9E WEBS T-Brace: 2x4 SP No.2-6-7,4-8 OTHERS 2x4 SP No.2 Fasten(2X) T and 1 braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with Sin minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 11=743/0-5-8,7=607/Mechanical Max Horz 11=538(LC 9) Max Uplift 11=-317(LC 12),7=-353(LC 9) Max Gray 11=743(LC 1),7=648(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-961/564,2-3=-2397/1367,3-4=-3200/1962,4-5=-371/237,5-6=-355/247, 6-7=-825/575 BOT CHORD 10-11=-899/951,9-10=-2073/3114,8-9=-2537/3790 WEBS 2-10=-1036/1912,3-10=-493/340,3-9=-404/588,4-9=-2603/4008,4-8=-3689/2430, 6-8=-601/907 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 13-6-2,Exterior(2)13-6-2 to 16-9-4 zone;cantilever left and right exposed;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 2) Provide adequate drainage to prevent water ponding. 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 will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 317 lb uplift at joint 11 and 353 lb uplift at joint 7. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 0 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. ra. Design valid for use only with MITek®connectors.TMs design is based only upon parameters shown,and is for an Individual balding component,not a truss system.Before use-the building designer roust verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarcing the fabrication,storage,delivery,erection and bracing of tmrsses and truss systems,seeANSl/TPt l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truro Plate Institute.218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type r Qty Ply Lamar Residence-Ashley Casey T12555468. J170409 B02 ATTIC 7 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:51 2017 Page 1 ID:vYTgGOepHtUOOp2echRZlfygLT1-GTC6ifoALwn6YIHFOjOeGt9PdbVdQ_ua9ddbOGyHFxk 1 -2-40 1 4-48 1 8.10-13 1 8-7-4 1 13-6-2 1 18-10-12 1 20-11-14 122-8-023-8-12 28-11-10 I 34-6-0 136.60 2-60 4-4-8 2.6-5 1-8-7 410-14 3-4-10 41-2 1.6-1 1-2-12' 5-2.14 5-6-6 2-0-0 4x4= Scale=1:68.9 4x10= 4x4= s 27 6 28 7 1.5x4= �� 8 1.5x4 18 m V g 3x6 , 1.5x4= II 21 8.00 12 a 5x5 II 28 t.sx4* 5x5 i N10 9 3 .• 0 4x4 Q4x4* 26 I� ` Z '6 11 2 18 < e5x5:- 16 12 a J 1 5x10 e ' ,h ` 13i �. 6.00 12 �i is 14 19 ax10= 6x6_ 6X100 1.5x4 0 1 4-4-8 1 8-7-4 13-6-2 1 16.9-016.1,Q-12 23.8-12 1 34-6-0 4-4-8 4-2-12 4-10-14 3-2-14 04112 6-10-0 10-9-4 Plate Offsets(X,Y)-- [2:0-1-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 14-24 >829 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.62 14-24 >343 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.41 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Attic -0.25 14-15 656 360 Weight:290 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 12-15:2x12 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 15-20,4-16 SLIDER Right 2x6 SP No.2 2-0-0 REACTIONS. (lb/size) 19=658/0-5-8,12=698/0-5-8,15=1488/0-3-8 Max Horz 19=-362(LC 10) Max Uplift 19=392(LC 12),12=-386(LC 12),15=-325(LC 12) Max Gray 19=661(LC 19),12=913(LC 19),15=1788(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-7021425,2-3=-1522/553,3-4=-1655/543,4-5=-423/317,5-6=-312/316, 8-9=-296/337,9-10=-336/366,1012=-499/320 BOT CHORD 18-19=-360/444,17-18=-349/1593,16-17=-251/1720,15-16=-287/239,12-14=-178/404 WEBS 6-16=-75/524,15-20=-922/211,6-20=-930/211,10-14=-431/265,8-21=-211/291, 3-18=-256/134,4-17=-270/1915,3-17=-118/412,2-18=-375/1170,4-16=-1892/456, 6-21=-143/479 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat. II;Exp C;Encl.,GCp1=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 1-4-7,Interior(1)1-4-7 to 13-6-2,Exterior(2)13-6-2 to 25-10-7,Interior(1)25-10-7 to 36-7-0 zone;cantilever left and right exposed;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)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-15 7)Bearing at joint(s)19,15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 392 lb uplift at joint 19,386 lb uplift at joint 12 and 325 lb uplift at joint 15. 9)Attic room checked for U360 deflection. i n-V IND a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MilekKP connectors.1Ns design is based only upon parameters shown.and is for an Individual building component.notMI a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mflek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-09 and SCSI Building Component 6904 Parke East Bbd. Safety Infonnafon available from Truss Plate ins ttute.218 N.Lee Street.Suite 312 Alexandria VA 22314. Tampa,FL 33610 I ^ 1 Job Truss truss Type • Qty -Ply lamer Residence-Ashley Casey T12555469 J170409 ,B03 GABLE 1 1 ,Job Reference(optional) Manning Budding Supplies.Jacksonville,FL 8.130 s Oct 26 2017 MiTek Industries,Inc. Mon Nov 20 15:45:07 2017 Page 1 IDvYTgGOepHt000p2echRZ1 fygLT1-IkaAeJu9CtH HaKGRG4gdpCGuAbZ7MhXRE76zHvyHFug 22-6-0 2-0-0 4-4-8 6-10-13 8-7.1 13-6-2 1610.12 24510 20ill 14 x3-8-1 28-11-10 34-6-0 36-6-0 r 2-0-0 4-4-8 I 2-6-5 11-8.7 I 4.10-14 1 3.4.10 I 3-6-14 0165 2-1 5-2-14 I 5-6-6 I 2-40 I 1-6-1 4x4= Scale=1:78.2 4x10= 6x8= 3x6= 6 7 49 8 9 3x6 II ni 3x6 I 3x5.s% 29 45 .. 10 3x6 II 5 axa II �� 3x6 I I 11� 5x5 Q 5x5 i 11 8x8 O 9 iih.�a2x5 II 4 ._12423 2x51 12 3x6 II 10x14 II 8x8,i 3 ��: 5x8= 00W `, 13 2 1�� 25 46 �1:. 14 Jr 26 _ us 1 11/� 5x5-ti 22 1444 W 17 / .`5 -•• 3x5 O 21 2019 18 17 16 10x10= 28 27 8x8* 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 I 4-4-8 I 8-7-4 1 13-6-2 I 169016412 236.12 I 34-6-0 1 4-4-8 4-2-12 4-10-14 3-2.14 4112 6/0.0 10-9-4 Plate Offsets()(,Y)— [2:0-2-8,0-2-81[2:0-6-11,Edge],[8:0-5-12,0-2-0],[14:0-3-12,1-2-31,[14:0-4-4,0-3-12],[23:0-2-0,0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.08 15 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.13 15 rVr 80 BCLL 0.0 * Rep Stress fncr YES WB 0.30 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Wind(LL) 0.02 15 rt/r 120 Weight:396 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 8-14:2x8 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-22,7-22,21-29 14-21:2x12 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 SP No.2 Installation guide. SLIDER Right 2x12 SP No.2 4-4-13 REACTIONS. All bearings 34-6-0. (Ib)- Max Horz 28=356(LC 10) Max Uplift All uplift 100 lb or less at joint(s)22,27,17 except 28=-251(LC 12), 24=266(LC 11),21=-154(LC 12),14=344(LC 12),19=-361(LC 12),26=-163(LC 12) Max Gray All reactions 250 lb or less at joint(s)21,25,27,18,17,16 except 28=293(LC 19),24=396(LC 18),14=558(LC 1),22=401(LC 1),19=287(LC 23), 26=301(LC 18),23=395(LC 3),20=682(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-28=-249/286,5-6=-225/271,6-7=-233/292,9-10=-268/312,11-12=-256/217, 12-13=-265/204,13-14=-360/170 BOT CHORD 27-28=-346/392,26-27=-360/383,24-25=-259/193,23-24=-258/254,22-23=-234/293, 21-22=-192/260 WEBS 10-19=-353/268,11-19=-339/255,4-26=-299/208,5-24=-394/338 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=2ft;Cat. II;Exp C;End:,GCpi-0.18;MWFRS(directional)and C-C Comer(3)-2-1-0 to 1-4-7,Exterior(2)1-4-7 to 14-0-6,Comer(3)14-0-6 to 23-9-0,Exterior(2)23-9-0 to 36-7-0 zone;cantilever left and right exposed;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 1 wnmiuev-vrr}rapF.r..........y.,..,r..................r.,.......0 __ / Ai WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9611-7473 rev.1003f2015 BEFORE USE. Nit hi-sign valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" fs always required for stability and to prevent collapse wtlh possble personal injury and property damage. For general guidance regarding the fabrication-storage,delivery,erection and bracing of trusses and Muss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI BuBdIng Component 6904 Parke East Blvd. Sally tnlormatlon avdlable from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandrla VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 712555469 J170409 B03 GABLE1 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL 8.130 s Oct 26 2017 MiTek Industries.Inc. Mon Nov 20 15:45:08 2017 Page 2 I D:vYTgGOepHt000p2echRZ 1 fygLT1-Dw7YsfvnzBP8CUrdgoLsLQp3w?vM58naSmsW pLyH Fuf NOTES- 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)*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=10.0psf. 10)Bearing at joint(s)21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22,27,17 except(jt=lb)28=251,24=266,21=154, 14=344,19=361,26=163. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)24,21,22,26,23,25,27. 13)No notches allowed in overhang and 20000 from left end and 20000 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. 14)Attic room checked for U360 deflection. LOAD CASE(S) Standard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MM-7473 rev.151V32015 BEFORE USE. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an Individual binding component.not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall biding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Wry and property damage. For general guklance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI l Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate institute.218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 • r Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 712555470 J170409 B04 Roof Special 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:54 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-h2tEKhr2dr9hPV0g3rZLuVnzMofndLDOrbsF?byHFxh 2-0-0 4-5-6 8-7-4 12-9-2 17-2-8 19-2-8 2-0-0 4-5-6 4-1-14 4-1-14 l 4-5-6 2-0-0 4x4 I I Scale=1:45.3 4 ri 8.00 I12 3x5 14 3x5 10 5x8— `•11011 .0111100) 11111 8x5 t° rii 5x5 13 11 9 16 J> 2 3 -S 3x5 6 8.00 rff ,n1 7 . 8 12 1.5x4 II 1.5x4 II 4-5-6i l 8-7-4 12-9-2 I 17-2-8 4-5-6 4-1-14 4-1-14 4-5-6 Plate Offsets(X,Y)-- (2:0-2-4,0-2-0),(6:0-2-4,0-2-0( LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.14 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.33 10 >614 180 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 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) 12=746/0-3-8,8=746/0-3-8 Max Horz 12=269(LC 11) Max Uplift 12=-344(LC 12),8=-344(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-818/337,2-3=-1897/464,3-4=-2289/220,4-5=-2292/230,5-6=-1905/394, 6-8=-706/375 BOT CHORD 11-12=-294/341,10-11=-318/1921,9-10=-219/1943 WEBS 4-10=-94/2306,5-10=-284/649,5-9=-398/109,6-9=-245/1534,3-10=-168/442, 3-11=-374/114,2-11=-257/1475 NOTES- 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;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 8-7-4,Exterior(2)8-7-4 to 11-7-4 zone;cantilever left and right exposed;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. 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)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it=lb) 12=344,8=344. 1 / 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lot Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury arid property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610 I , Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555471 J170409 B05 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:55 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLT1-9FRcYi sgO9HXOfbOdZ4aRjJ7yCyfMm5A4FboY1 yH Fxg -2-0-0 4-5-6 8-7-4 12-9-2 17-2-8 19-2-8 2-0-0 4-5-6 4-1-14 I 4-1-14 4-5-6 I 2-0-0 5x5 II Scale=1:46.8 5 �~ 3x6 i 10:•00.01411f4441111111414444: 3x6 4 19 6 1.5x4 II /i 5x10= N1 1.5x4 1 i • 10x10 i 3 0 ` 7 10x10ro 8.00 12 r 17 13 11 20 h 2 3x8 3x8 8 '1 lie" 8.00 12 `� 9 ers :MI 1.5x4 II 10 14 2x4 11 2x4 I 1.5x4 II 1 4-5-6 I 8-7-4 12-9-2 17-2-8 4-5-6 4-1-14 4-1-14 4-5-6 Plate Offsets(X,Y)-- 12:0-2-12,0-2-01,18:0-2-12,0-2-01 115:0-1-15,0-0-41[16:0-1-15,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.24 12 >830 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.57 12 >357 180 BCLL 0.0 ` Rep Stress lncr YES WB 0.61 Horz(TL) 0.81 10 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 14=746/0-5-8,10=746/0-5-8 Max Horz 14=-250(LC 10) Max Uplift 14=-342(LC 12),10=342(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-839/339,2-4=-2369/588,4-5=-2849/291,5-6=-2879/301,6-8=-2399/499, 8-10=-736/375 BOT CHORD 13-14=-2521374,12-13=-470/2423,11-12=-352/2464,10-11=-0/296 WEBS 5-12=-173/2951,6-12=-333/804,6-11=-451/135,8-11=-360/1922,4-12=-179/525, 4-13=-436/142,2-13=-377/1885 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 8-7-4,Exterior(2)8-7-4 to 11-7-4 zone;cantilever left and right exposed;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSITTPI 1. 4)Gable studs spaced at 2-0-0 oc. 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)Bearing at joint(s)14,10 considers parallel to grain value using ANSI/-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 14=342,10=342. 9)No notches allowed in overhang and 20000 from left end and 20000 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. of A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1&1032015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bolding design. Bracing indicated Is to prevent buckling of individual Puss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,seeANSI/IPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate institute,218 N.Lee Street,Suite 312,Alexandrta,VA 22314. Tampa.FL 33610 -- i i I Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey 712555472 J170409 B06 Flat Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:41:56 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLTl-d R??I Nsl9TPOeoADAGbpzwsM ncFt5MkJJvLM4UyHFxf 4-2-8 4-2-8 1 3x4= 2 Scale=1:12.8 1.S„4 ♦ 5 6 HTU26 HTU26 4 3 2x4 I 4x4= 4-2-8 4-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 3-4 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.08 3-4 >607 180 BCLL 0.0 * I Rep Stress!nor NO WB 0.01 Horz(TL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. REACTIONS. (lb/size) 4=707/0-5-8,3=758/0-4-8 Max Horz 4=-75(LC 4) Max Uplift 4=-436(LC 4),3=-466(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 20.0pst 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=436,3=466. 6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. starting at 1-2-4 from the left end to 3-2-4 to connect truss(es)to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert: 1-2=-54,3-4=-20 Concentrated Loads(lb) Vert:5=-587(F)6=-588(F) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10032015 BEFORE USE Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and Is for an frrdMdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication,on,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555473 J170409 P01 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:09 2017 Page 1 ID:vYTgGOepHt000p2echRZ1 fygLT1-IxHvUpOS5S2YiofiRVKt?gudBrsoeFvEIQ_Y1 DyHFxS 3-2-10 6-5-3 3-2-10 3-2-10 Scale=1:14.8 4x4= 2 8.00 12 4611116 3 ' • w11111 All7, 110,401161111111111. o 0 1 4 2x4 - 1.5x4 2x4 6-5-3 6-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P I Weight:20 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=100/6-5-3,3=100/6-5-3,4=177/6-5-3 Max Horz 1=48(LC 11) Max Uplift 1=-50(LC 12),3=-50(LC 12),4=-35(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.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 50 lb uplift at joint 1,50 lb uplift at joint 3 and 35 lb uplift at joint 4. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wok®connectors.lhis design is based only upon parameters shown,and Is for an Individual bounding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for sklblitty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quallly Criteria,OSB-89 and BCSI BuYding Component 6904 Parke East Bisd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555474 J170409 P02 Piggyback 13 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:09 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-IxHvUpOS5S2YiofiRVKt?gucLrsCeFsEIQ_Y1 DyHFxS 3-8-14 7-5-13 3-8-14 3-8-14 4x4= Scale=1:16.5 2 8.00 12 rj ri 1 Aldi I I I I I I I I I I I I y a d6 0 la- 4 2x4 1.5x4 H 2x4 7-5-13 7-5-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P 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. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=121/7-0-9,3=121/7-0-9,4=213/7-0-9 Max Horz 1=58(LC 11) Max Uplift 1=-60(LC 12),3=-60(LC 12),4=-42(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 1,60 lb uplift at joint 3 and 42 lb uplift at joint 4. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. r, I 0 WARNING-Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITER REFERANCE PAGE Md-7473 rev.10/032015 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.not a tries system.Before use.the building designer must verify the appllcablity of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Inds/dud truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and properly damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply Lamar Residence-Ashley Casey 712555475 J170409 P03 Piggyback 2 1 i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:10 2017 Page 1 ID:vYTgGOepHt000p2echRZlfygLT1-D7rHh914smAPJyEv?Cr6YtRneFC?NiMNX4k5ZgyHFxR 1.5x4 Scale=1:13.6 2 8.00 1 3 2x4 2 1.5x4 3-4-14 3-4-14 I I � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 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) 1=96/3-2-4,3=96/3-2-4 Max Horz 1=86(LC 9) Max Uplift 1=-29(LC 12),3=-47(LC 9) Max Gray 1=96(LC 1),3=108(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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 will fit between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 47 lb uplift at joint 3. 6)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. � I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERANCE PAGE MIl-7473 rev.10032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual buNding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avc labie from Truss Flare institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 s I Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555476 J170409 PO4 Piggyback 7 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:11 2017 Page 1 I D:vYTgGOepHt000p2echRZ 1 fygLT1-hKPguV2id41Gx6p5ZwNL45_yrfYg69LXIkTf66yHFxQ 3-8-14 7-5-13 3-8-14 3-8-14 4x4= Scale=1:16.5 2 8.00x12 i I\isilios v , u Al:1 r 0 a d j- 0 4 2x4 1.5x4 I2x4 7513 T 7-5-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - rVa 999 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P 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. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=121/7-0-9,3=121/7-0-9,4=213/7-0-9 Max Horz 1=-58(LC 10) Max Uplift 1=-60(LC 12),3=-60(LC 12),4=-42(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 1,60 lb uplift at joint 3 and 42 lb uplift at joint 4. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 1 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. mit Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M7ek• Is always required for stability and to prevent collapse with posstie personal injury and property damage. For general gukdax:e regarding the fatxtcation,storage,delivery,erection and bracing of trusses and truss systems,see.ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandda VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lamar Residence-Ashley Casey T12555477 J170409 P05 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 8.130 s Sep 15 2017 MiTek Industries,Inc. Mon Nov 20 14:42:11 2017 Page 1 I D:vYTgGOepHt000p2echRZ1 fygLT 1-hKPguV2id41Gx6p5ZwNL45_zhfYG69OXIkTf66yHFxQ 3-2-9 6-5-3 3-2-9 3-2-10 Scale=1:14.8 4x4= 2 8.00 12 3 1 a a 1 0 ::::•.::•::•❖:• :•:❖•.:•.❖.•:•.•:❖:•.•:.❖:•❖: •.•.❖:•.•. •. 5:5.5.•:'•:•.❖:•:•. :'•.i•.•::.•::.:•.•❖•.'' o 1 i5555•__ _-""" """""'-""'-- '- "- 5555_ _ • -- - "'- •' - - ❖m - '-- -"'- ,m w 4 2x4 i 1.5x4 I 2x4 6-5-3 6-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - r/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing'directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=100/6-5-3,3=100/6-5-3,4=177/6-5-3 Max Horz 1=48(LC 11) Max Uplift 1=-50(LC 12),3=-50(LC 12),4=-35(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.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 50 lb uplift at joint 1,50 lb uplift at joint 3 and 35 lb uplift at joint 4. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulking design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiMek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and huss systems,seeANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 31 a Alexandria VA 22314. Tampa.FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-.1: dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. I•4 Apply plates to both sides of truss 1 2 q 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/14' 4 wide truss spacing,individual lateral braces themselves C) may require bracing,or alternative Tor I 311111"--11111111Ec D bracing should be considered. IMAir OL111P14air = c _ IkIP°1 O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. a O Og a_ 4. Provide copies of this truss design to the building a-s csb For 4 x 2 orientation, locate O designer,erection supervisor,property owner and — plates 0-I6"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. - Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: # The first dimension is the plate 10.Camber is a non-structural consideration and is the • 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that r Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16 not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 41111111111# reaction section indicates joint IIMIIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.'Mg MMul,rr 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 5 not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice fr Handling, MI e k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Client:( Dat : 11/13/2017 .11P j F-7.--,--"N7.--. /mac Project: House Account Desegner : Ashley Casey OFFICE COP yof 31 ISDesign M Address Job Name: J170409 Project#: BM1 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 ______J 5 Prir 2 1 1'4" . a a o / O 1 SP 2 SP 1'4" 'I' 9'2 1/4" /--/3 1/2" 10'6 1/4" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1652 3799 0 0 1574 Moisture Condition: Dry Building Code: IBC 2012 2 1648 2267 0 0 804 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 5.500" 57% 3799/2420 6219 Uniform D+0.75(L+C) 2-SP 3.500" 59% 2267/1839 4106 Uniform D+0.75(L+C) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1752 ft-lb 1'4" 43380 ft-lb 0.040(4%) D+C LL Unbraced -1752 ft-lb 1'4" 41528 ft-lb 0.042(4%) D+C LL Pos Moment 7850 ft-lb 6'1" 34704 ft-lb 0.226(23%) D+L _L Unbraced 8141 ft-lb 51 9/16" 13756 ft-lb 0.592(59%) D+0.75(L+C)Uniform Shear 3471 lb 2'10 3/4" 10640 lb 0.326(33%) D+L _L LL Defl inch 0.029(U3592) 511 9/16" 0.291(L/360) 0.100(10%)0.75(L+C) Uniform TL Defl inch 0.064(U1634) 511 7/8" 0.437(U240) 0.150(15%) D+0.75(L+C)Uniform LL Cant -0.010 Lt Cant 0.200 0.048(5%) L LL (2L13322) (2U360) TL Cant -0.017 Lt Cant 0.300 0.057(6%) D+L LL (2U1861) (2U240) Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top braced at bearings. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation p°nang Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1 LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product Information responsibility of the customer and/or the contractor to regarding installation requirements. multi-plywww.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and to verify the amenaions and loads. approvals /BUI � Lumber 3.Damaged Beams must not be used 1 1 I 11 IN 1.Dry service conditions,unless noted otherwise a.Designassumes top edge is laterally restrained .SUPPLIES.- IE 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid TRUSS DIVISION lateral displacement and rotation Version 17.40.119 Powered by iStruct'" Client: House Account Date: 11/13/2017 Page 2 of 31 tili Project: Designer: Ashley Casey isDesign M Address Job Name J170409 Project#: BM1 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 ______15 2 V 1 f 1 SP 2 SP 1'4" '' 92 1/4" /—"3 1/2" 10'6 1/4" ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Top 210 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Uniform Top 162 PLF 0 PLF 0 PLF 0 PLF 190 PLF CF ROOF 3 Point 0-2-12 Top 420 lb 0 lb 0 lb 0 lb 0 lb WALL 4 Point 0-2-12 Top 323 lb 0 lb 0 lb 0 lb 380 lb CF ROOF 5 Tie-In 1-4-0 to 10-6-4 (Span) Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F12 17-11-8 Self Weight 16 PLF Notes chemicals 6.For flat roots provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams mast not be cul or dulled Seattle.WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibility of the customer and/or me contractor to m16 regarding installation requirements, upN www.weyerhaeuser.coMevert3dge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength sulkies,end code m^^ p ation,and to verify the dimensions and loads. approvals t t M1.11 t Lumber 3.Damaged Beams must not be used 1.Dry service conditions,unless noted otherwise a.Design assumes top edge is laterally restrained rem S &UP P�ll0 5 2.LVL not to be treated with fire retardant or corrosive 5.lateral 1plaacemen port at bearing points to avoid """""""' "' Ialeral tlispl tend rotation TRUSS DivtSiOR Version 17.40.119 Powered by iStruct'" 'syr; Client: House Account Date: 11/13/2017 Page 3 of 31 isDesign a Project: Designer: Ashley Casey J Address: Job Name: J170409 Project#: BM1 2.0E EverEdgeTM LVL 1.7501" X 16.000" 2-Ply - PASSED Level:Level CV • I I i_ 1sP 2 S t 1'4" l' 9'21/4" x(31/2" 10'6 1/4" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 90.9% Load 246.9 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Into Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pond'"9 Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on be I.LVL beams must not be cut or mind Seattle,WA 32256 design criteria and loadings .novo. It is the 2.Refer to manufacturer's product inrormabon TesponsiWiy or the customer and/or me contractor to regarding installation requirements. mWti-ply www.weyerhaeuseccoMeveredge/ (904)268 6225 ensure the component suitability of the intended fastening details,beam strength values,and code app kation,and to verify the dimensions and loads. approvals mMne Lumber 3.Damaged Beams must not be used ■ui .DL.D LiIeno 1.Dry service conditions,unless noted otherwise d.Design assumes top edge is laterally restrained B S suer s 2.LVL not to be treated with fire retardant or corrosive 5.Provide laterallasupport at bean"°pointe to avoid TRUES DIVISION ^O4i1 lateral displacement 1 and rotation Version 17.40.119 Powered by iStruct'" 41"41 rClient: House Account Date: 11/13/2017 Page 4 of 31 isDesign H Project: Designer: Ashley Casey J SJR Address: Job Name: J170409 Project#: BM2 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 3 2 5 / . / CI 1 SP 2 Hanger(HGUS412) 7'6 3/4" °' 3 1/2" 7'6 3/4" Member Information Reactions lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1960 1698 0 0 279 Moisture Condition: Dry Building Code: IBC 2012 2 2267 1167 0 0 77 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SP 7.438" 25% 1698/1960 3657 L D+L 2- 4.000" 31% 1167/2267 3435 L D+L Analysis Results Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 6018 ft-lb 3'9 1/2" 34704 ft-lb 0.173(17%) D+L L Unbraced 6018 ft-lb 3'9 1/2" 16626 ft-lb 0.362(36%) D+L L Shear 3275 lb 1'10 9/16" 10640 lb 0.308(31%) D+L L LL Deft inch 0.020(U4116) 3'11" 0.225(U360) 0.090(9%) L L TL Defl inch 0.032(L/2505) 3'9 3/4" 0.338(L/240) 0.100(10%) D+L L Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Fill all hanger nailing holes. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. _ ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Tie-In 0-0-0 to 7-6-12 (Span) Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F02 17-11-8 2 Part.Uniform 0-0-0 to 3-11-4 Top 210 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Tie-In 0-0-0 to 3-11-4 (Span)9-0-8 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF CF ROOF 4 Tie-In 2-4-4 to 3-11-4 (Span)8-5-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR Point 3-9-8 Top 152 lb 342 lb 0 lb 0 lb 0 lb BM9 Brg 1 Continued on page 2... Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling 8 Installation pond'"9 Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or ddned Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibnify of the customer angor the contractor to regarding tallabon requirementsi multi-Py www.weyerhaeuseccom/everedge/ (904)268-8225 e e the component suitability of the intended fastening details,beam strength values,and code epplicabon.and to verify the dimensions and loads. approvals mrnnTnG Lumber 3 Damaged Beams must not be used BUIL-Dino . 4.Design assumes top edge is laterally restrained B S SUPPLIES 1 Dry service conditrona,unless noted otherwise 5.Provide lateral 2.LVL not to be treated with fire retardant or corrosive l rt at bean"°points to avoid TRUSS DIVtSIOR lateral displacement t ment and Y " and rotation Version 17.40.119 Powered by iStructTa "'�err°' JC Client: House Account Date: 11/13/2017 Page 5 of 31 isDAsign Project: Designer. Ashley Casey Job Nam `/ Address: e: J170409 • Project#: BM2 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 3 2 _ 5 —_. / 1'4" 1 SP 2 Hanger(HGUS412) 76 3/4" ��3 1/2" 7'6 3/4" ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 5 Part.Uniform 3-11-4 to 7-6-12 Far Face 94 PLF 249 PLF 0 PLF 0 PLF 0 PLF F05 Self Weight 16 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation °°"d'"° Weyerhaeuser 11155 Philips Pkwy Dr E,FL structure/adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2 Refer toanufacturers product information responsibility of the customer and/or the contractor to regarding stallation requirements, multi-plywww.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values.and code application,and to verity the dimensions and loads. approvals rymann= Lumber 3,Damaged Beams must not be used 2111472,61 Uf f fV In 1.Ory service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained B s SUPPLI6 S 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid TRUSS DIVISION,...�o.... �` lateral displacement and rotation Version 17.40.119 Powered by iStruct° De r,, Client: House Account Date: 11/13/2017 Page 6 of 31 • • Project: Designer: Ashley Casey I D 31g' I M Address: Job Name: J170409 Project#: BM2 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level e e Y� f e e e • ^ 1,4„ ,- / 4 1 SP 2 Hanger(HGUS412) / T6 3/4" / /3 1/2" / 7'6 3/4" / Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c..Maximum end distance not to exceed 6" Capacity 90.9% Load 246.9 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling 5 Installation porting Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturer's product information responsibility of the customer and/or the contractor to regarding i stanabon requirements, mule-0y www.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component soitabilrty of the intended fastening details,beam strength values,and code application,and to verify the dimensions and loads. approvals mann= Lumber 3.Damaged Beams must not be used B U 1 L O 1aa ri4.Design assumes top edge Is laterally restrained 1.Dry service unless noted otherwise L S 5 P► 1lf 2.LVL not to be treated with fire retardant or corrosive 5.Provide laterals support at beanng points to avoid muss 01,5,011rt w� Iteral displacement and rotator Version 17.40.119 Powered by iStructTa Ii. Y Client: House Account Date: 11/13/2017 Page 7 of 31 isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM3 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 3 2 6 • • • • . ... t.. • • •1 V• • • • • • . • / . • • ..„ . • . . • ,., • • . • • 1 SP 2 SPF End Grain 3 SP / 5'6 3/4" t 12'2 1/4" t1'4" y3 1/2" / 19'1" Member Information Reactions lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 431 439 0 0 93 Moisture Condition: Dry Building Code: IBC 2012 2 9075 7778 0 0 1576 Deflection LL: 360 Load Sharing: No 3 3742 4040 0 0 765 Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 3.500" 28% 270/1687 1957 L_L D+L (-1030) Analysis Results 2-SPF 6.250" 100% 8023/9391 17413 LL_ D+L End Analysis Actual Location Allowed Capacity Comb. Case Grain Neg Moment -16224 ft-lb 5'6 3/4" 34704 ft-lb 0.468(47%) D+L LL_ 3-SP 5.500" 71% 3965/3719 7684 _LL D+L Unbraced -16224 ft-lb 5'6 3/4" 20504 ft-lb 0.791(79%) D+L LL_ Pos Moment 14381 ft-lb 12'6 11/16" 34704 ft-lb 0.414(41%) D+L _L_ Unbraced 14381 ft-lb 12'6 11/16" 14407 ft-lb 0.998 D+L L (100%) —— Shear 7631 lb 6'10 3/4" 10640 lb 0.717(72%) D+L LL_ LL Defl inch 0.099(U1448) 11'10 3/4" 0.399(U360) 0.250(25%) L _L_ TL Defl inch 0.188(U763) 11'10 13/16" 0.598(L/240) 0.310(31%) D+L _L_ LL Cant -0.031 Rt Cant 0.200 0.156(16%) L _L_ (2U1026) (2L/360) TL Cant -0.056 Rt Cant 0.300 0.188(19%) D+L _L_ (2U569) (2U240) Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Concentrated load fastener specification is in addition to hanger fasteners if a hanger is present. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Tie-down connection required at bearing 1 for uplift 1030 lb(Combination D+L,Load Case U . 7 Top must be laterally braced at a maximum of 7'10 1/2"o.c. 8 Bottom braced at bearings. 9 Lateral slenderness ratio based on single ply width. Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturers product information responsibility of the customer and/or the contractor to regarding stallation requirements, multi-plyWWW.Weyeft1a0U5e000m/eeredge/ (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values,and code applicator,and to verify the dimensions and loads. approvals n�manG Lumber 3.Damaged Beams must not be used 11 4.Design assumes top edge is laterally restrained Bs BUPI Il ltl o 1.Dry service conditions,unless noted otherwise P�..25 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid lateral displacement and rotation TRUSS DIVISION Version 17.40.119 Powered by iStruct*a ; gr " Iµ° Client: House Account Date: 11/13/20170 Page 8 of 31 Project: Designer: Ashley Casey isDesign M Address Job Name: J170409 Project#: BM3 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 4 3 2 Ii 1 • . . . . . . . . . . . . . . . . . . . • • • O . . . . ; I . . . . . . . . . .O . . — / 1 SP 2 SPF End Grain 3 SP 5'6 3/4" 12'2 1/4" 1'4" /-/3 1/2" 19'1" ID Load Type Location Tub Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Tie-In 0-0-0 to 19-1-0 (Span)17-8-0 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F03 2 Part.Uniform 0-0-0 to 19-1-0 Top 240 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 3 Tie-In 0-0-0 to 17-9-0 (Span)13-4-8 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR 4 Tie-In 0-0-0 to 17-9-0 (Span)13-4-8 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF CF ROOF Point 5-8-12 Near Face 735 lb 1758 lb 0 lb 0 lb 0 lb BM4 Brg 1 5 Point 18-10-4 Top 252 lb 0 lb 0 lb 0 lb 0 lb WALL 6 Point 18-10-4 Top 51 lb 0 lb 0 lb 0 lb 60 lb CF SHED ROOF Self Weight 16 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pen'ng Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle.WA 32256 design criteria and loadings shown. It Is the 2.Refer to manufacturers product Informatton responsibility of the customer and/or the contractor to regarding i atallabon requirements. mule-ply www.weyerhaeuser.com/everedge/ (904)268-8225 e the component surtabibty of the intended fastening details,beam strength values,and code application,and to verify the dimensions and loads. approvals mannuic Lumber 3.Damaged Beams must not be used 118 ;48.10 u tlitrons,unless noted otherwise 4.Design assumestopedges is laterally restrained 1.D B S Dry service con 5.Provide lateral support t bearing points to avoid 2.LVL not to be treated with fire retardant or corrosive lateral displacement and rotation TRUSS DIVISION Version 17 40.119 Powered by iStruct'" y Client: House Account Date: 11/13/2017 Page 9 of 31 isDesign.. ' N Project: Designer Ashley Casey Address: Job Name: J170409 Project#: BM3 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level CV / • • i • . F • • • [11,4" r .I . .4 y 1 SP 2 SPF End Grain 3 SP 5'6 3/4" 12'2 1/4" 1'4" y3 1/2" 19'1" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c..except for regions covered by concentrated load fastening. Maximum end distance not to exceed 6" Capacity 89.4% Load 242.9 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Concentrated Load Fasten at concentrated side load at 5-8-12 with a minimum of(18)-10d Box nails(.128x3")in the pattern shown. Min/Max fastener distances for Concentrated Side Loads Capacity 76.5% I-Min.3" —Min. 1 1/4" Load 1246.61b. Total Yield Limit 1629.5 lb. L I - Cg 0.9998 1 1/2" Yield Limit per Fastener 90.5 lb. r 1 • ....• • • Yield Mode IV I Min. 1 1/4" 0 o ° 0 • Load Combination D+L Duration Factor 1.00 Min. 3 0 0 Min.5"1- O o 0 0 0 0 • • —Min.3"— r--Max. 12" Max. 12" Notes chemicals 6.For flat roots provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs 0 responsible only of the Handling 8 Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drifted Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturers product information responsibility of the customer and/or the contractor to regarding i�tanabon requirements. multi-ply www.weyerhaeuseccorn/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and to venfy the dimensions and loads. approvals mann Lumber 3.Damaged Seams must not be used BS 2*V,'22 1.Dry service conditions,unless noted otherwise a.Design assumes top edge is laterab restrained 5 UP P L IB 5 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points 10 avoid "' Iteral displacement and rotation TRUSS DIVISION Version 1740 119 Powered by IStruct'° ii • Client: House Account Date: 11/13/2017 Page 10 of 31 isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM4 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 2 1 \ . O 1 Hanger(HGUS412) 2 SP 9'3 1/2" ��3 1/2" 9'3 1/2" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1758 735 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 1742 729 0 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1- 4.000" 22% 735/1758 2493 L D+L Hanger Analysis Results 2-SP 3.500" 36% 729/1742 2471 L D+L Analysis Actual Location Allowed Capacity Comb. Case Moment 5186 ft-lb 4'8" 34704 ft-lb 0.149(15%) D+L L Unbraced 5186 ft-lb 4'8" 12946 ft-lb 0.401(40%) D+L L Shear 2332 lb 1'7 1/8" 10640 lb 0.219(22%) D+L L LL Defl inch 0.029(L/3657) 4'8" 0.294(U360) 0.100(10%) L L TL Deft inch 0.041(1J2579) 4'8" 0.441(U240) 0.090(9%) D+L L Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Fill all hanger nailing holes. 4 Girders are designed to be supported on the bottom edge only. 5 Top braced at bearings. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Tie-In 0-0-0 to 9-3-8 (Span)13-2-8 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F10 2 Tie-In 0-0-0 to 9-3-8 (Span)5-7-8 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F06&F07 Self Weight 16 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or dnlled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturer's product information responsibility of the customer and/or the contractor to regarding stallation requirements, multiplywww.weyerhaeuseccomleveredge/ (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values,and code m^^ application,end to verify the dimensions and loads. approvals Ju Lumber 3.Damaged Beams must not be used e` auILDI Q 1.Dryconditions.unless noted otherwise E.Design assumes op edges is laterally restrained L J SUPPLIES 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support t bearing points to avoid lateral displacement and rotation TRUSS DIVISION Version 17.40.119 Powered by iStruct'" • Client: House Account Date: 11/13/2017 Page 11 of 31 44 Project' Designer: Ashley Casey isDesign M Address: Job Name: J170409 Project#: BM4 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Leel:Leel (V \ . . . e . HH . H41 Hanger(HGUS412) 2 SP 9'31/2" " °31/2" 9'3 1/2" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 66.9% Load 181.6 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6 For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of Na Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the t.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturer's product information responsibility of the customer and/or the contractor to regarding stallation requirements, multi-py www.weyemaeuser.com/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code pplication,and to verify the dimensions and loads. approvals mQnn= Lumber 3.Damaged Beams must not be used 9n assumes pe edge is laterally BUIPDI 1.Dry service conditions,unless noted otherwise 4.Desi u d Ieann trained SUPPLIES 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid lateral displacement and rotation TRUSS DIVISION Version 17.40.119 Powered by IStructr - ) t. Client: House Account Date: 11/13/2017 Page 12 of 31 Project Designer: Ashley Casey WisDesign M Address: Job Name: J170409 Project#: BM5 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Leel:Level 1 2 • •/ 1,4" O 1 SP 2 Hanger(HGUS412) 4'21/2" x'31/2" / 4'2 1/2" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 530 441 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 540 450 0 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 3.500" 14% 441/530 970 L D+L 2- 4.000" 9% 450/540 990 L D+L Analysis Results Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 810 ft-lb 2'1" 34704 ft-lb 0.023(2%) D+L L Unbraced 810 ft-lb 2'1" 26883 ft-lb 0.030(3%) D+L L Shear 847 lb 2'7 3/8" 10640 lb 0.080(8%) D+L L LL Defl inch 0.001 21 1/16" 0.124(U360) 0.010(1%) L L (L/32622) TL Defl inch 0.003 21 1/16" 0.186(U240) 0.010(1%) D+L L (L/17800) Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Fill all hanger nailing holes. 4 Girders are designed to be supported on the bottom edge only. 5 Top braced at bearings. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Tie-In 0-0-0 to 4-2-8 (Span)12-8-8 Near Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F07 2 Uniform Far Face 100 PLF 0 PLF 0 PLF 0 PLF 0 PLF STAIRS Self Weight 16 PLF Notes chemicals 6.For flat rook provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pending Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy or this component based on the 1.LVL beams must not be cm or dnued Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer t0anufacturer's product information responsibility of the customer and/or the contractor to regarding stallabon requirements, multi-pN www.weyerhaeuser.coMeveredge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code ppliation,and to verify the dimensions and mads. approvals /�u Lumber 3.Damaged Beams must not be used eul loll nu 1.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained B S Su •O 2.LVL not to be treated with fire retardant or corrosive S.Provide latae support at bearing points[o avoid lateral displacement and rotation TRUSS DIVI81011 Version 17.40.119 Powered by iStructT" r�y� Client: House Account Date: 11/13/2017 Page 13 of 31 Project: Designer: Ashley Casey '10—: isDesign k Address: Joojb Nectame:#: J170409 Pr BM5 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSEDLevel:Level . . • • / ........ N • • e • 1'4" • 4• / 1 SP 2 Hanger(HGUS412) / 4'2 1/2" H3 1/2" / 4'2 1/2" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c..Maximum end distance not to exceed 6" Capacity 64.3% Load 174.7 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals B.For fiat rook provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pendnp Weyerhaeuser 11155 Philips Pkwy Dr E.FL structural adequacy of this component based on the 1.LVL beams must not be cut or doted Seattle,WA 32256 design criteria and loadings shown. It is the 2 Refer toanufacturer's product intormabon responsibility of the customer and/or the contractor to regarding installation requirements. mum-0y www.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values,and code mnnnMr application,and to verify the dimensions and loads. approvals t I IVI N Of G Lumber 3.Damaged Beams must not be used a u I L.o 1 rte unless noted otherwise a.Design assumes top edge is laterally restrained BS „....„SUPPLIES Dry service conditions, 5.Provide lateral support at bearing points to avoid "•°"'� " 1. 2.LVL not to be treated with fire retardant or corrosive lateral displacement and rotation Sousa DIVISION Version 17.40.119 Powered by iStruct'N Client: House Account Date: 11/13/2017 Page 14 of 31 Project: Designer: Ashley Casey isDesign° Address: Job Name: J170409 Project#: BM6 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 5 4 2 11 • III • 1.4.. 0 1 SP 2 SP 3 SP / /'1' 6'1/4" '' 11'1/4" / X31/2" / 18'4 1/2" / Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 (-281) 1403 0 0 711 Moisture Condition: Dry Building Code: IBC 2012 2 1263 7152 0 0 3500 Deflection LL: 360 Load Sharing: No 3 891 2769 0 0 1243 Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SP 5.500" 23% 1247/1298 2546 LL_ D+C 2-SP 5.750" 98% 7391/3745 11136 _LL D+C Analysis Results 3-SP 3.500" 61% 2686/1555 4241 Uniform D+0.75(L+C) Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -12672 ft-lb 7'4 1/4" 43380 ft-lb 0.292(29%) D+0.75(L+C)Uniform Unbraced -12672 ft-lb 7'4 1/4" 19489 ft-lb 0.650(65%) D+0.75(L+C)Uniform Pos Moment 9167 ft-lb 178 7/8" 34704 ft-lb 0.264(26%)D+L _L Unbraced 11348 ft-lb 175 15/16" 12735 ft-lb 0.891(89%)D+0.75(L+C)Uniform Shear 6939 lb 8'8 1/4" 13300 lb 0.522(52%)D+0.75(L+C)Uniform LL Defl inch 0.048(1/2703) 177 5/16" 0.360(U360) 0.130(13%)0.75(L+C) Uniform TL Defl inch 0.135(1/959) 176 7/8" 0.540(U240) 0.250(25%)D+0.75(L+C)Uniform LL Cant 0.004 Lt Cant 0.200 0.022(2%) C L_L (21/7398) (2U360) TL Cant 0.010 Lt Cant 0.300 0.034(3%) D+C L L (21/3134) (21/240) Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Concentrated load fastener specification is in addition to hanger fasteners if a hanger is present. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. Notes chemicals B.For Sat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only a the Handling a Installation pon°'"g Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or Brined Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product information responsibility of Cre customer andfor the contractor to regarding tallation requirements, multi-ph, www.weyerhaeuseccoMeverodge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application.and to verify the dimensions and loads. approvals Lumber 3.Damaged Beams must not be used BUIL I fG 1.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained B S S U P P tl E 5 5.Provide lateral 2.LVL not to be treated with fire retardant or corrosive support at beanng points to avoid lateral displacement and rotation .Huss CNis:o" Version 17.40.119 Powered by iStructna 'AY` Client: House Account Date: 11/13/2017 Page 15 of 31 �S�2S��C1 M Project: Designer: Ashley Casey 44 Address: Job Name: J170409 Project#: BM6 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Leel:Leel 5 4 W 2 1 4" .O � • • 1O 1 SP 2 SP 3 SP / 1'4" '' 6'1/4" I 11'1/4" y3 1/2" 18'4 1/2" ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Top 210 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Uniform Top 162 PLF 0 PLF 0 PLF 0 PLF 190 PLF CF ROOF 3 Point 0-2-12 Top 420 lb 0 lb 0 lb 0 lb 0 lb WALL 4 Point 0-2-12 Top 323 lb 0 lb 0 lb 0 lb 380 lb ROOF Point 10-9-12 Near Face 450 lb 540 lb 0 lb 0 lb 0 lb BM5 Brg 2 Point 10-9-12 Top 1244 lb 338 lb 0 lb 0 lb 709 lb BM10 Brg 1 Point 10-9-12 Top 1379 lb 0 lb 0 lb 0 lb 875 lb BM11 Brg 2 5 Tie-In 12-10-8 to 18-4-8 (Span)9-0-8 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR Self Weight 16 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling 8 Installation bonding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or dried Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to manufactures product information starvation requirements, multi-plywww.weyerhaeuseccom/everedge/ (904)268-8225 responsibility of the customer and/or the contractor to regarding i ensure the component suitability of the intended fastening details.beam strength values,and code application.and to verify the dimensions and loads. approvals Mf}rlG AI S Lumber 3.Damaged Beams must not be used V ®�pUP P L IE t p5 1.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid lateral displacement t and rotation TRUSS DIVISION Version 17.40.119 Powered by iStructT" Client: House Account Date: 11/13/2017 Page 16 of 31 C)J isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM6 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 11 CV / • ii • `- 1,4.. G 4— 1 SP 2 SP 3 SP 1'4" 6'1/4" 11'1/4" y3 1/2" 18'4 1/2" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c..except for regions covered by concentrated load fastening. Maximum end distance not to exceed 6" Capacity 0.0 Load 0.0 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Concentrated Load Fasten at concentrated side load at 10-9-12 with a minimum of(6)–10d Box nails(.128x3")in the pattern shown. Min/Max fastener distances for Concentrated Side Loads Capacity 91.1% Min.3" —Min. 1 1/4" Load 494.91b. Total Yield Limit 543.2 lb. i • Cg 0.9998 1 1/2" • • • Yield Limit per Fastener 90.5 lb. 1 0 Yield Mode IV Min. 1 1/4" • 0 \ o o • Load Combination D+L Duration Factor 1.00 Min. 3" 0 0 Min.5"1-- 0 0 0 0 -o 0 • • —Min.3"— '—Max. 12" Max. 12" Notes che ,cals 6.For Oat rook provide proper drainage to prevent Manufacturer Inco Manning Building Supplies m Calculated Structured Designs is responsible only of the Handling&Installation p°"dr"° weyemaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on Na 1.LVL beams must not be cut or dribd Seattle.WA 32256 design criteria end roadmgs shown. If is the 2.Refer to manufacturers product information responsibdiry of the customer and/or the contractor to insta°anon requirements, multi-plywww.weyemaeuser.cornleveredge/ (904)268-8225 ensure thecomponent suitability of the Intended regarding rength roe" N approvals details,beam strength aloes,and code pplicatron,and to verity the amenuons and loads. approvalc Lumber 3.Damaged Beamsmust not be used ouulfrl L1o11f t.Dry service conditions.unless noted otherwise 4.Design assumes top edge is laterally restrained B S "" "" ie s 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateralment a rt at bearing points to avoid TRUSS DIVISION""" "" ` lateral displacement t and rotation Version 17.40.119 Powered by iStructr"' rwy� Client: House Account Date: 11/13/2017 Page 17 of 31 11, isDesign N Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM7 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 3 4 -- - 6 2 / 1 / / 1,, ^1e 1'4" o . O / 1 SP 2 SP 17'9" y3 1/2" 19'1" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 2378 4496 0 0 1595 Moisture Condition: Dry Building Code: IBC 2012 2 2370 4846 0 0 1249 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F - --. Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 4.000" 95% 4496/2980 7476 Uniform D+0.75(L+C) ' 2-SP 5.500" 70% 4846/2714 7560 Uniform D+0.75(L+C) Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -585 ft-lb 179" 31233 ft-lb 0.019(2%) D Uniform Unbraced -585 ft-lb 179" 30431 ft-lb 0.019(2%) D Uniform Pos Moment 27186 ft-lb 810 1/8" 34704 ft-lb 0.783(78%) D+L L_ Unbraced 27186 ft-lb 8'10 1/8" 27200 ft-lb 0.999 D+L L_ (100%) Shear 5418 lb 16'2 1/4" 10640 lb 0.509(51%) D+L L_ LL Defl inch 0.274(L/756) 8'10 5/8" 0.575(L/360) 0.480(48%) 0.75(L+C) Uniform TL Defl inch 0.695(L/298) 8'10 1/2" 0.863(L/240) 0.810(81%) D+0.75(L+C)Uniform LL Cant -0.062 Rt Cant 0.200 0.309(31%) 0.75(L+C) Uniform (2L1518) (2U360) TL Cant -0.154 Rt Cant 0.300 0.514(51%) D+0.75(L+C)Uniform (2L/208) (2L/240) Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 3'7 7/8"o.c. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. 8 Cantilever Upward Deflection Total Load 0.15416 greater than recommended 0.133 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle.WA 32256 design criteria and loadings shown. It Is the 2.Refer to anufacturer's product Information manufacturers requirements. multi-ply www.weyerhaeuseccom/everedge/ (904)268-8225 responsibility of the customer and/or the contractor to regarding e the component suitability of the intended fastening details,beam strength values,and code application.and to venfy the dimensions and loads. approvalsin 3.Damaged Beams must not be used ��trG Lumber 9e BS SUPPLIES 1.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained J SUPPLIES 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at Dearing points to avoid TRUSS DIVISION lateral displacement and rotation Version 17.40.119 Powered by iStruct'" - ir"r'-F. Client: House Account Date: 11/13/2017 Page 18 of 31 isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM7 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 3 4 6 2 --- 1W / • y • a 1'4" o .O / 1 SP 2 SP 17'9" 1'4" '"31/2" 19'1" ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Part.Uniform 0-0-0 to 19-1-0 Top 240 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Tie-In 0-0-0 to 17-9-0 (Span)13-4-8 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR 3 Tie-In 0-0-0 to 17-9-0 (Span)13-4-8 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF CF ROOF 4 Point 0-2-12 Top 348 lb 0 lb 0 lb 0 lb 410 lb B06 5 Point 18-10-4 Top 252 lb 0 lb 0 lb 0 lb 0 lb WALL SHED ROOF 6 Point 18-10-4 Top 51 lb 0 lb 0 lb 0 lb 60 lb CF SHED ROOF Self Weight 16 PLF Notes chemicals 6.For flat room provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or doped Seattle.WA 32256 design criteria and loadings shown. It is the 2.Refer to manufacturers product 'mformabon responsibility of the customer and/or the contractor to regarding tanabon requirements. mr,ln-Pry www.weyerhaeuseccom/everedge/ (904)268 8225 ensure the component sunebiity of the intended fastening details.beam strength values,and code application.and to verify the dimensions and loads. approvalsM/ Lumber 3.Damaged Beams must not be used �ft N 1.Dry service conditions,unlesa noted otherwise 4.Design assumestopedges is Iateragy restanea B S 6 UP V�11E 5 2.LVL not to be treated with fire retardant or corrosive 5.lateral lateral support t beanng pants to avoid lateral displ me tend rotation TRUSS DIVISION Version 17.40.119 Powered by iStruct'a ley, Client: House Account Date: 11/13/2017 Page 19 of 31 isDesign M Project: Designer: Ashley Casey .C) Address: Job Name: J170409 Project#: BM7 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level . / I= u 1 SP 2 SP 179" 1'4" 9 1/2" 19'1" Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 0.0% Load 0.0 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Notes chemicals a For nm roofs provide proper drainage to prevent Manufacturer Into Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pond'"° • Weyerhaeuser -- 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or armed Seattle,WA 32256 design emeria and loadings shown. It rs the 2.Refer toanufacturer's product information responsibility of the customer ardor the contractor to regarding installation requirements. mulb-ply www.wayemaeuser.com/everedgel (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and to venfy the dimensions and loads. approvals /�r�/�/�/�}�/. Lumber 3.Damaged Beams must not be used YUtrt~LD1 0 t.Dry service conditions unless noted otherwise 4.Design assumes top edge is laterally restrained ren f U►►1l6 s 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bean"°points[o avoid "" lateral displacement and rotation • TRUSS DIVISION Version 17.40.119 Powered by iStructro Client: House Account Date: 11/13/2017 Page 20 of 31 Project: Designer: Ashley Casey 0 isDesign M Address Job Name: J1704Ashley 9 Project#: BM8 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 2 1 1,4" 0 0 1 SP 2 SP 1721/2" 31/2" 17'2 1/2" Member Information Reactions lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 1793 3328 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 1793 3328 0 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 5.500" 47% 3328/1793 5121 L D+L 2-SP 5.500" 47% 3328/1793 5121 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 20101 ft-lb 57 1/4" 34704 ft-lb 0.579(58%) D+L L Unbraced 20101 ft-lb 57 1/4" 20199 ft-lb 0.995 D+L L (100%) Shear 4459 lb 1'8 5/8" 10640 lb 0.419(42%) D+L L LL Defl inch 0.158(U1251) 87 5/16" 0.548(L/360) 0.290(29%) L L TL Defl inch 0.451(L/438) 8'7 5/16" 0.822(U240) 0.550(55%) D+L L Design Notes 1 Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 55 1/4"o.c. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Top 308 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL&B03 2 Tie-In 0-0-0 to 17-2-8 (Span)8-4-0 Far Face 15 PSF 50 PSF 0 PSF 0 PSF 0 PSF CF FLOOR Self Weight 16 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturees product information responsibility of the customer and/or the contractor to regarding stallation requirements, multi-ph/ www.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and to verify the dimensions and loads. approvals fl K frs f Lumber 3.Damaged Beams must not be used 01 1 U I I. I 1.Dry service conditions,unless noted otherwise d.Design assumes top edgeSUPPLIES s is laterally restrained �v( 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support 1 bearing pante to avoid TRUSS DIVISION lateral displacement and rotation Version 1740.119 Powered by IStructT" _ '0 Client: House Account Date: 11/13/2017 Page 21 of 31 iIcD�cl��M Project: Designer: Ashley Casey sDesign- Address: Job Name: J170409 Project#: BM8 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level / CV • 14n 1 SP 2 SP / 1721/2" / "31/2" / 17'2 1/2" / Multi-Ply Analysis Fasten all plies using 3 rows of 10d Box nails(.128x3")at 12"o.c..Maximum end distance not to exceed 6" Capacity 49.9% Load 135.4 PLF Yield Limit per Foot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals B.For flat roofs provide proper drainage to prevent Manufacturer info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pondinp Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is Bre 2,Refer tomanufacturer's product information responsibility of the customer and/or the contractor to regarding installation requirements, multiply www.weyerhaeuserwMeveredge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and tovoneythe dimbni and loads. approvals (�(] Lumber 3.Damaged Beams must not be used ■Vi"'Lp Ino i. a.Design assumes top sage is laterally restrained S p.LI`s 1.Dry service conditions,unless noted otherwise 5.Provide lateral n at beanoor 2.LVL not to be treated with fire retardant or corrosive lateral displacement and rotation bearing points 10 avoid TRUSS OIMa1ON Version 17A0.119 Powered by iStructra � Client: House Account Date: 11/13/2017 Page 22 of 31 Cp. ... ICDnCI��w Project: Designer: Ashley Casey J es Address: Job Name: J170409 Project#: BM9 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level 1 aIVAyi 11 1/4" • . • lin 0 0 1 SP 2 SP 4'2 1/2" "I' 13 1/2" 4'2 1/2" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 342 152 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 342 152 0 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SP 3.500" 7% 152/342 494 L D+L 2-SP 3.500" 7% 152/342 494 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 413 ft-lb 21 1/4" 17999 ft-lb 0.023(2%) D+L L Unbraced 413 ft-lb 2'1 1/4" 15923 ft-lb 0.026(3%) D+L L Shear 430 lb 1'2" 7481 lb 0.057(6%) D+L L LL Defl inch 0.002 21 5/16" 0.125(U360) 0.010(1%) L L (L/26374) TL Defl inch 0.002 2'1 5/16" 0.188(U240) 0.010(1%) D+L L (L/18243) Design Notes 1 Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top braced at bearings. 5 Bottom braced at bearings. 6 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Tie-In 0-0-0 to 4-2-8 (Span)8-1-8 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR Self Weight 11 PLF Notes chemicals 6For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies ealoaiated structured Designs Is responsible only or the Handling&Installation ponOinp Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams most not be cut or delved Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturers product Information responsibility of the customer and/or Ihe contractor to regarding i stallabon requirements, mulbby www.weyerhatuseccoMeveredge/ (904)268-8225 ensure the component suitab+iry of the Intended fastening details,beam strength values,and code applicabon.and to verity the dimensions and loads. approvals /�.�/�/�/�}/�/ Lumber 3.Damaged Beams must not be used e` ®11UILDIn no 4.Design assumes top edge Is laterallyrestrained D J SUPPLIES 1.Dry service conditions,unku noted otherwise 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral eart at beanng points to avoid TRUSS DNMSION lateral displacement and rotation Version 17.40.119 Powered by iStruct'" y j�Y / • Client: House Account Date: 11/13/2017 Page 23 of 31 isDesign M Project: Designer Ashley Casey Address: Job Name: J170409 Project#: iCk...• . BM9 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level IAil N_ V V 11 1/4" Cl e • e c IVB -4- 1 SP 2 SP 4'2 1/2" "i' 13 1/2" 4'2 1/2" 1. Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 61.7% Load 111.7 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper manage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation p°"di"g weyemaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or dnuea32256 design criteria and loadings snown. R is me Seattle,WA (904) responsibility or the customer and/or me contractor to z.teter regarding aallan n e'a product inrormanon www.weyemaeusercom/everedge/ (904)268 8225 e the component suitabi of Ne intended ilsbean ngth mane. ndrlc�y M fastening details,beam strength values.and code appircanon.and to very the dimensions and loads. approvals manninG Lumber 3.Damaged Beams must not be used iLoina t Dry service conditions,unless noted oMervnse 4.Design assumes top edge is laterally restrained BS ,?,,,,•,,,,•..!,7!..E.., I5 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support a1 bearing points to avoid teral displacement t and rolabon TRUSS DIVISION Version 17.40.119 Powered by iStructr"' g ig my sr if Client: House Account Date: 11/13/2017 Page 24 of 31 lit.. . .:., 4.0I C D A�I• Project: Designer: Ashley Casey isDesiAddress: Job Name: J170409 Project#: BM10 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level — — 3 2 1 • • k AVI ' e ^ ^ 11 1/4„ • e IVB I_ I 1 Hanger(HGUS48) 2 SP 77" 't 13 1/2" T7" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 338 1244 0 0 709 Moisture Condition: Dry Building Code: IBC 2012 2 616 1385 0 0 732 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 - 4.000" 18% 1244/785 2029 Uniform D+0.75(L+C) Hanger Analysis Results 2-SP 5.500" 22% 1385/1011 2396 Uniform D+0.75(L+C) Analysis Actual Location Allowed Capacity Comb. Case Moment 3020 ft-lb 3'9 3/4" 17999 ft-lb 0.168(17%) D+L L Unbraced 3648 ft-lb 3'9 7/16" 11481 ft-lb 0.318(32%) D+0.75(L+C)Uniform Shear 1293 lb 6'3" 7481 lb 0.173(17%) D+L L LL Defl inch 0.020(U4131) 3'9 1/4" 0.231(U360) 0.090(9%) 0.75(L+C) Uniform TL Defl inch 0.048(U1719) 3'9 1/16" 0.346(U240) 0.140(14%) D+0.75(L+C)Uniform Design Notes 1 Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Fill all hanger nailing holes. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform Top 126 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Uniform Top 162 PLF 0 PLF 0 PLF 0 PLF 190 PLF CF ROOF 3 Tie-In 1-11-0 to 7-7-0 (Span)8-5-0 Top 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF CF FLOOR Self Weight 11 PLF Notes chemicals 6.For flat roots provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designsts responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or ddfled Seattle,WA 32256 design cntena and loadings shown. It is the 2.Refer to manufacturers product information responsibility of the customer and/or the contractor to din stallation a, m Ib www.weyerhaeuseccoMeveredgel (904)268-8225 ensure the component suitability of the intended regarding requirements,man u�ly application,and to verify the dimensions and loads. fasteningpprodetails,beam strength values,and code m�-s�^�rsr approvals B U I 11 111 N Lumber 3.Damaged Beams must not be used ,,,„n0 1.Dryconditions,unless noted otherwise 4.Design assumestop edge is laterally restrained 91JPP Lle 9 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support t bearing points to avoid TRUSS DIVISION lateral displacement and rotamn Version 17.40.119 Powered by iStructr yl. • • Client: House Account Date: 11/13/2017 Page 25 of 31 Elf isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM10 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level • e • e • e • A� / N_ V y • • • .-- -' \7( 11 1/4" • • • 1 Hanger(HGUS48) 2 SP / 7'7" '14 1'3 1/2" / 7,7" Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 0.0% Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling 8 Installation pa"di"g Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or dnlled Seattle.WA 32256 design criteria and loadings shown. It is the 2.Refer toanufacturer's product information responsibility of the customer and/or the contractor to regarding manufacturer's requirements, multi-pry www.weyerhaeuseccoMeveredge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application.and to venfy the dimensions and loads. approvals MG Lumber 3.Damaged Beams must not be used �tt o 1.Dry service contlitions,unless noted otherwise 4.Design assumes top edge is laterally restrained B S BUJ La TIES 2.LVL not to be Seated with ere retardant or corrosive S.Provide lateral support at bearing points to avoid """.""" ", lateral displacement and rotation TRUSS DIVISION Version 17.40.119 Powered by iStruct"" • Client: House Account Date: 11/13/2017 Page 26 of 31 0 IcD�cf�n M Project: Designer: Ashley Casey J J I I Address: Job Name: J170409 Project#: BM11 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level 2 1 • e e e e IVA I ' . . .t1'-. 0'a:, P 11 1/4" e . ,'VI I • i / 1 SP 2 Hanger(HGUS48) 9'4" '[ '[3 1/2" 9,4„ Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 0 1416 0 0 899 Moisture Condition: Dry Building Code: IBC 2012 2 0 1379 0 0 875 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F ._-- -_ Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SP 5.500" 21% 1416/899 2315 L D+C 2- 4.000" 20% 1379/875 2254 L D+C Analysis Results Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 4596 ft-lb 4'8 3/4" 22499 ft-lb 0.204(20%) D+C L Unbraced 4596 ft-lb 4'8 3/4" 9680 ft-lb 0.475(47%) D+C L Shear 1662 lb 1'4" 9352 lb 0.178(18%) D+C L LL Defl inch 0.034(U3036) 4'8 3/4" 0.289(L/360) 0.120(12%)C L TL Defl inch 0.088(L/1178) 4'8 3/4" 0.433(L/240) 0.200(20%) D+C L Design Notes 1 Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Fill all hanger nailing holes. 4 Girders are designed to be supported on the bottom edge only. 5 Top loads must be supported equally by all plies. 6 Top braced at bearings. 7 Bottom braced at bearings. 8 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Top 126 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Uniform Top 162 PLF 0 PLF 0 PLF 0 PLF 190 PLF CF ROOF Self Weight 11 PLF Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling 8 Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or drilled Seattle,WA 32256 design criteria and loadings shown. It is the 2.Refer to anufacturer's product information responsibility of the customer andlor the contractor to regarding stallation requirements, mulo+,N www.weyerhaeuseccom/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application,and to venfy the dimenaons and loads. approvals monnInGw Lumber 3.Damaged Beams must not be used e` BU II L DI no <.Design assumes top edge is laterally restrained D SUPPLIES 1.Dry service conditions,unless noted otherwise 5.Protide lateral support at bearing points to avoid 2.LVL not to be treated with fire retardant or corrosive TRUSS DIVISION Y " lateral displacement and rotation Version 17.40.119 Powered by iStrucV. - • Client: House Account Date: 11/13/2017 Page 27 of 31 0 isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM11 2.0E EverEdgeTM LVL 1.750" X 11.250" 2-Ply - PASSED Level:Level • ,A' rCV 4-- • i/ • ^ ^` 11 1/4" • • • • • • • • 1 1 SP 2 Hanger(HGUS48) 9'4" 't 1 1/2" 9 4. Multi-Ply Analysis Fasten all plies using 2 rows of 10d Box nails(.128x3")at 12"o.c..Maximum end distance not to exceed 6" Capacity 0.0 Load 0.0 PLF Yield Limit per Foot 181.1 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies eamdated Structured Designs is responsible only of the Handling S.Installation vonang Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or mined Seattle,WA 32256 design cataria and loadings shown. It Is the 2,Refer to manufacturer's product information responsibility of the customer armor me contractor to regarding installation requirements, muis.py www.weyerhaeuser.coMeveredge/ (904)268 8225 ensure the component suitability of the 'intended fastening details,beam strength values,and code application.and to verify the dimensions and loads. approvals Lumber 3,Damaged Beams must not be used A s 11;1472,22 "• 1.Dryditions.unless noted otherwise 4.Design assumes top edge is laterally restrained ,/a(/J service con 5.Provide lateral support at beating points to avoid 2.LVL not to be treated with fire retardant or corrosive lateral displacement and rotation TRUSS DIVISION� Version 17.40.119 Powered by iStruct�R -'F, (� Client: House Account Date: 11/13/2017 Page 28 of 31 1...t M Project: Designer: Ashley Casey �� Address: Job Name: J170409 Project#: BM12 2.0E EverEdgeTM LVL 1.7501" X 16.000" 2-Ply - PASSED Level:Level 1 2 / 1'4" 1SP 2SP 3SP 4SP 87" '' 17'4" 8'7" f'31/2" 34'6" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 405 798 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 3102 6112 0 0 0 Deflection LL: 480 Load Sharing: No 3 3102 6112 0 0 0 Deflection TL: 360 Deck: Not Checked 4 405 798 0 0 0 Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1-SP 5.500" 15% 768/862 1630 L_L D+L 2-SP 5.500" 86% 6142/3191 9334 LL_ D+L Analysis Results 3-SP 5.500" 86% 6142/3191 9334 _LL D+L Analysis Actual Location Allowed Capacity Comb. Case 4-SP 5.500" 15% 768/862 1630 L_L D+L Neg Moment -12922 ft-lb 87" 34704 ft-lb 0.372(37%) D+L LL_ Unbraced -12302 ft-lb 8'7" 13869 ft-lb 0.887(89%)D+L _L_ Pos Moment 10378 ft-lb 173" 34704 ft-lb 0.299(30%) D+L _L_ Unbraced 10378 ft-lb 17'3" 10394 ft-lb 0.998 D+L L (100%) —— Shear 4849 lb 9'11" 10640 lb 0.456(46%) D+L LL_ LL Defl inch 0.087(U2404) 17'3 1/16" 0.433(L/480) 0.200(20%) L _L_ TL Defl inch 0.236(L/882) 17'3 1/16" 0.578(L/360) 0.410(41%) D+L _L_ Design Notes 1 Fasten all plies using 3 rows of Pneumatic Gun Nail(.120x3.25")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top must be laterally braced at a maximum of 11'6 3/8"o.c. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Tie-In 0-0-0 to 34-6-0 (Span)10-2-0 Far Face 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF F02&F03 2 Uniform Top 308 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL&A01 Self Weight 16 PLF Notes chemicals 6.For flat roots provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation pondi"° Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the I.LVL beams must not be cut or ddned Seattle,WA 32256 design criteria and loadings shown. It is the 2 Refer to manufacturer's product information responsibility or the customer angor the contractor to regarding Installation requirements, multi-0ty www.weyerhaeuser.com/everedge/ (904)268-8225 ensure the component suitability of the intended fastening details,beam strength values,and code application.and to verify the dimensions and loads. approvals mannrnc Lumber 3.Damaged Beams must not be used I.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained Bs 211A4.1%1 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid TRUSS DIVISION lateral displacement and rotation Version 17.40.119 Powered by iStructr" - Client: House Account Date: 11/13/2017 Page 29 of 31 isDesign M Project: Designer: Ashley Casey Address: Job Name: J170409 Project#: BM12 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level j CV fl'4" 1SP 2SP 3SP 4SP A 8'7" l' 17'4" 87" x'31/2" 34'6" Multi-Ply Analysis Fasten all plies using 3 rows of Pneumatic Gun Nail(.120x3.25")at 12" o.c.. Maximum end distance not to exceed 6" Capacity 57.2 Load 139.8 PLF Yield Limit per Foot 244.5 PLF Yield Limit per Fastener 81.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination D+L Duration Factor 1.00 Notes chemicals 6.For Sat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL sbuctoral adequacy of this component based on the 1.LVL beams must not be cut or dried Seattle.WA 32256 design criteria and loadings shown. It is the 2 Refer to manufacturer's product Information www.we erhaeuser.corn/evered el responsibility of the customer dror the contractor to regarding tallation requirements, ra,lb-py Y 9 (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values.and code pication,and to verify the dimensions and loads. approvals Lumber 3.Damaged Beams must not be used 11-1149.!,22 1. - dibons,unless noted otherwise s.Design assumes top edge is lateraty restrained B S Dry service con 5.Provide lateral support at beanng points to avoid 2.LVL not to be treated wM fire retardant or corrosivelateral displacement and rotation TRUSS DIYf810R Version 17.40.119 Powered by iStrucV" �� Client: House Account Date: 11/13/2017 Page 30 of 31 IJCD�JCI�� Project: Designer: Ashley Casey � Address: Job Name: J170409 Project#: BM13 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 2 1 . v sa. 1 SPF 2 SP jf 10'2" ��3 1/2" 10'2" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 2 Design Method: ASD 1 0 2214 0 0 1754 Moisture Condition: Dry Building Code: IBC 2012 2 0 2214 0 0 1754 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SPF 5.500" 49% 2214/1754 3968 L D+C 2-SP 5.500" 36% 2214/1754 3968 L D+C Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 8614 ft-lb 51" 43380 ft-lb 0.199(20%) D+C L Unbraced 8614 ft-lb 51" 12287 ft-lb 0.701(70%) D+C L Shear 2626 lb 1'8 5/8" 13300 lb 0.197(20%) D+C L LL Defl inch 0.033(U3401) 51" 0.235(U480) 0.140(14%) C L TL Defl inch 0.075(U1503) 51" 0.313(U360) 0.240(24%) D+C L Design Notes 1 Fasten all plies using 3 rows of Pneumatic Gun Nail(.120x3.25")at 12"o.c.Maximum end distance not to exceed 6". 2 Refer to last page of calculations for fasteners required for specified loads. 3 Girders are designed to be supported on the bottom edge only. 4 Top loads must be supported equally by all plies. 5 Top braced at bearings. 6 Bottom braced at bearings. 7 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Top 126 PLF 0 PLF 0 PLF 0 PLF 0 PLF WALL 2 Tie-In 0-0-0 to 10-2-0 (Span)34-6-0 Top 17 PSF 0 PSF 0 PSF 0 PSF 20 PSF A02 Self Weight 16 PLF Notes chemicals 5,For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of he Handling&Installation pon°"g Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the 1.LVL beams must not be cut or dried Seattle,WA 32256 design crnenoa andloadingshown. It Is the 2.parer to anufacturers product thrormabo" wOrwwe erhaeuser.COfrl/evefed e/ responsibility f the customer and/or the contractor to regarding stallation requirements, multi-ply Y 9 (904)268-8225 ensure the component suitability of the intended fastening details.beam strength values.and code application,and to vent'the dimensions and loads. approvals ^fftyr 3.Damaged Beams must not be used �V 1. O Lumber ge eC faull.olno 1.Dry service conditions,unless noted othenmse 4.Devin assumes top edge re bearing pointrestrs to D J 5 UP P t-IE S Z LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid TRUSS DIVISION lateral displacement and rotation Version 17.40.119 Powered by iStruct'" s Client: House Account Date: 11/13/2017 Page 31 of 31 10 isDesign TM Project: Address: Designer: Ashley Casey Job Name: J170409 Project#: BM13 2.0E EverEdgeTM LVL 1.750" X 16.000" 2-Ply - PASSED Level:Level 1 SPF 2 SP 10'2" 10'2" /—/3 1/2" Multi-Ply Analysis Fasten all plies using 3 rows of Pneumatic Gun Nail(.120x3.25")at 12"o.c.. Maximum end distance not to exceed 6" Capacity 0.0 Load 0.0 PLF Yield Limit per Foot 244.5 PLF Yield Limit per Fastener 81.5 lb. Yield Mode IV Edge Distance 1 1/2" Min.End Distance 3" Load Combination Duration Factor 1.00 Notes chemicals 6.For flat roofs provide proper drainage to prevent Manufacturer Info Manning Building Supplies Calculated Structured Designs is responsible only of the Handling&Installation ponding Weyerhaeuser 11155 Philips Pkwy Dr E,FL structural adequacy of this component based on the t.LVL beams must not be cut or dnlled32256 design criteria and loadings shown. It is the 2.Refer to anufacturef (904) www.weyerhaeuser.com/everedge/ 268-8225 (904) product information Seattle,WA stallation requirements, multi-plyresponsibility of the customer and/or the contractor to regarding i appe the component suitability of the intended fastening details.beam strength values,and code lication,and to venfy the dimensions and loads. approvals IfannifG Lumber 3.Damaged Beams must not be used c 14 r1,t�,2 Bs eulLomo 1.Dry service conditions,unless noted otherwise 1.Design assumes top edge is laterally restrained S UP P L IES 2.LVL not to be treated with fire retardant or corrosive 5.Provide lateral support at dressing pants to avoid lateral displacement and rotation TRUSS DIVISION Version 17.40.119 Powered by iStructro "'e'WI; g I . .: Builder: Job Information rei Jax-House Job#: J170409 lliiiiil File#: Salesman:Randy Englund Designer: Ashley Casey Manning Building Supplies PAGE 1 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com Lamar Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 11/21/17 345 10th Street Del. Date: / / Atlantic Beach, FL Cover Sheet OFFICE COPY Truss Level: PROFILE QTY PITCH BASE 0/A LUMBER OVERHANG CANTILEVER STUB 0/A HEIGHT PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT .1011111ti li. 1 8.00 8.00 A01 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 _ 10-08-04 4TIZI: 4 8.00 8.00 A02 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 _ 10-08-04 Zi5 , 1 8.00 8.00 A03 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 10-08-04 . 2 8.00 8.00 A04 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 10-08-04 6 8.00 0.00 A05 34-06-00 34-06-00 2 X 42 X 12 02-00-00 02-00-00 10-08-04 Al 2 8.00 8.00 B01 16-11-00 16-11-00 2 X 4 2 X 4 02-00-00 10-08-04 7 8.00 8.00 B02 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 10-08-04 1 8.00 8.00 803 34-06-00 34-06-00 2 X 4 2 X 4 02-00-00 02-00-00 10-08-04 4 8.00 8.00 B04 17-02-08 17-02-08 2 X 4 2 X 4 02-00-00 02-00-00 07-05-01 ,01/14 1 8.00 8.00 B05 17-02-08 17-02-08 2 X 4.2 X 4 02-00-00 02-00-00 07-00-13 i----..- 41 1 0.00 0.00 806 04-02-08 04-02-08 2 X 4 2 X 6 02-00-00 /N 1 8.00 0.00 P01 05-11-15 05-11-15 2 X4 2 X4 02-00-04 -ANN , 13 8.00 0.00 P02 07-00-09 07-00-09 2 X 4 2 X 4 02-04-07 ® 2 8.00 0.00 P03 03-02-04 03-02-04 2 X 4 2 X 4 02-01-12 /� 7 8.00 0.00 PO4 07-00-09 07-00-09 2 X 4 2 X 4 02-04-07 -,N, 1 8.00 0.00 P05 05-11-15 05-11-15 2 X4 2 X4 02-00-04 FLOOR QTY1 DEPTH BASE 0/A END TYP1 INT BEARING CANTILEVER STUB PROFILE PLY ID SPAN SPAN LEFT (RIGHT SIZE j LOCATION LEFT I RIGHT LEFT RIGHT 1 1(9I('''7111111 01-04-00 1 F01 17-05-08 17-05-08 01-04-00 12 F02 27-08-00 27-08-00 01-04-00 13 F03 27-04-08 27-04-08 01-04-00 1 F04 27-04-08 27-04-08 N-771 3 F05 04-02-08 04-02-08 % 01-04-00 !N �I 1� 14 3 F06 05-04-00 05-04-00 I '''.; Builder: Job Information Jax-House frill Job#: J170409 File#: Salesman:Randy Englund Designer: Ashley Casey Manning Building Supplies PAGE 2 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com Lamar Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 11/21/17 345 10th Street Del. Date: / / Atlantic Beach, FL Cover Sheet 1 Truss Level: FLOOR QTY DEPTH BASE 0/A END TYP INT BEARING CANTILEVER STUB PROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT LEFT RIGHT 01-04-00 1 FOGA 05-07-00 05-07-00 r 3 ® 01-04-00 3 F07 12-08-08 12-08-08 E 3 ® 01-04-00 2 F08 17-00-00 17-00-00 r21=5[7=1 01-04-00 12 F09 17-00-00 17-00-00 ® 01-04-00 7 F10 13-02-08 13-02-08 E 3 01-04-00 ® 01-04-00 2 F11 19-01-00 19-01-00 01-04-00 r DI 11=11=i2) 01-04-00 11 F12 17-08-08 17-08-08 E 3 61321:0321=0 01-04-00 L - 1 F13 17-02-08 17-02-08 ITEMS QTY PLY ITEM TYPE SIZE LENGTH NOTES FT-IN-16 1 2 SS-LMATL BM1-1 3/4"x 16"2.0E EverEdgeTM LVL- 12-00-00 1 2 SS-LMATL BM10-1 3/4"x 11 1/4"2.0E EverEdgeTM L 08-00-00 1 2 SS-LMATL BM11-1 3/4"x 11 1/4"2.0E EverEdgeTM L 10-00-00 1 2 SS-LMATL BM12-1 3/4"x 16"2.0E EverEdgeTM LVL- 36-00-00 1 2 SS-LMATL BM13-1 3/4"x 16"2.0E EverEdgeTM LVL- 12-00-00 i 1 2 SS-LMATL BM2-1 3/4"x 16"2.0E EverEdgeTM LVL- 08-00-00 1 1 2 SS-LMATL BM3-1 3/4"x 16"2.0E EverEdgeTM LVL- 20-00-00 1 2 SS-LMATL BM4-1 3/4"x 16"2.0E EverEdgeTM LVL- 10-00-00 1 2 SS-LMATL BM5-1 3/4"x 16"2.0E EverEdgeTM LVL- 06-00-00 1 2 SS-LMATL BM6-1 3/4"x 16"2.0E EverEdgeTM LVL- 20-00-00 I 1 2 SS-LMATL BM7-1 3/4"x 16"2.0E EverEdgeTM LVL- 20-00-00 1 2 SS-LMATL BM8-1 3/4"x 16"2.0E EverEdgeTM LVL- 18-00-00 j 1 2 SS-LMATL BM9-1 3/4"x 11 1/4"2.0E EverEdgeTM LV 06-00-00 3 Hanger HGUS412 2 Hanger HTU26 61 Hanger THA422 12 Hanger THAC422