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740 PARADISE LN - TRUSSES , --. t 1 -- 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 COPY MiTeks' RE: 17-068038 - L 40 PARADISE RESERVE MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T L 35610-4115 Customer Info: SPRINGFIELD BUILDERS Project Name: L 40 PARADISE PRESEHVE� yodel: Lot/Block: 40 Subdivision: PARADISE PRESERVE Address: 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: FRC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 38 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 Ru�e�.• Zz cc No. Sea1 81 2294 u C t Truss Name Date No. Seal# Truss Name Date �, E ~ Q w W i- A01 8/10/17 18 T11812311 D07 8/10/17 E d o ig ig w ) J �; 12 T11812295 1A02 1_8/10/17 19 T11812312 D08 18/10/17 F, o e = a co 3 1T11812296 A03 1 8/10/17 20 1111812313 1 D09 8/10/17 1 E o 6 . 4 T11812297 A04 1 8/10/17 21 T11812314 F01 8/10/17 R. s ou, o z z W 15 1T11812298 1A05 1 8/10/17 22 1111812315 1F02 8/10/17 j o o ` -z- c s ' 6 1 T1 1 81 2299 1 A06 1 8/10/17 23 ,T118123161 F03 8/10/17 .N 5 > t w W o a [7 `T11812300[A07 1-8/10/17 24 [T11812317[F04 _1-8/1-0/17 j 5 3 0 0" 0 0 8 T11812301 1B01 8/10/17 25 T118123181 F06 1 8/10/17 °C 2 r, se 9 711812302 B02 8/10/17 26 1T118123191 FOS j 8/10/17 ? o y z 0 z 10 1T11812303IC01 1 8/10/17 27 1711812320 J F09 8/10/17 N o Z it 111 T11812304 1CO2 1 8/10/17 28 1111812321 F10 1 8/10/17 1 0 0 g z o w O C ,- 12 711812305 D01 8/10/17 29 1711812322 F11 8/10/17 o d a wo ` ?N LL 13 T11812306 D02 1 8/10/17 30 1 T11812323 1 F12 1 8/10/17 N cc a o " w L 1 1 T11812324[F13 1 8/10/17 0 5 ' „ 22 F2 a a z 14 711812307 D03 8/10/17 31 _ o r w o 115 1 T1 1 81 2308 1 D04 8/10/17 32 1 T11812325 1 F14 8/10/17 W a o.s a- a o x 16 T11812309 D05 8/10/17 33 711812326 F15 1 8/10/17 a o g cc< p p , _F--'a 117 T1 1 81 2310 1D06 8/10/17 34 1 T118123271 F16 1 8/10/17 ‘01I until The truss drawing(s)referenced above have been prepared by NO1•%ll%I V -,tit, MiTek USA, Inc. under my direct supervision based on the parameters �. /•••. c, , ,,� provided by TrussMart Building Compts, LLC. ..`` • . S6' •• ''• . Truss Design Engineer's Name: Velez, Joaquin •• o 68182 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 - ' . ' CC that the engineer named is licensed in the jurisdiction(s) .13• STATE OF :IQ identified and that the (V .(. designs comply with ANSI/TPI 1. These designs are based upon parameters 0, \f, Ii";.*. .� shown(e.g., loads,supports,dimensions,shapes and design codes),which were lo 0 • O R 1 O•• \`.• fileeefn terenMiTek. ce purpose oproject nly,and was not taken into aincluded ntsin�he preparationr MiTek's o Pers iots 'SON Al-�?��,` 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 Joaq in V. •z PE No.68182 should verify applicability of design parameters and properly incorporate these designs MIT 'USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904•arke ast Blvd.Tampa FL 33610 Date: August 10.2017 Velez. Joaquin 1 of 2 RE: 17-068038 - L 40 PARADISE RESERVE Site Information: Customer Info: SPRINGFIELD BUILDERS Project Name: L 40 PARADISE PRESERVE Model: Lot/Block: 40 Subdivision: PARADISE PRESERVE Address: City: ATLANTIC BEACH State: FL No. Seal# Truss Name Date 135 T11812328 1 F 17 8/10/17 136 11-118123291F18 18/10/17 1 137 lT11812330 1 F19 18/10/17 L8 1T11812331 1 PB03 18/10/17 2 of 2 \ i tl 6 Job Truss Truss Type Oty Ply L 40 PARADISE RESERVE T11812294 17-068038 A01 Piggyback Base 2 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:07 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKz1 hAS-iy8CapMm186QJoIjRmLDLYrbkNRUzRNvelZa5pypEOQ 6-3-3 i 12-1-10 I 18-0-2 I 23-1-14 29-0-6 34-10-13 40-4-0 6-3-3 5-10-8 5-10-8 5-1-12 5-10-8 5-10-8 5-5-3 5x8= Scab=1:74.8 5x6= 7.0012 5 5 SRI ER1 31 6 3x4 3x4 3x6 i 7 3x6 4 8 3 e 465 i /Ippoop 4x5 d 9 ' d 2 20 19j \10 1 0 nr a d 0 18 17 21 22 16 15 23 74 13 24 25 12 11 3x6= 3x4= 3x6= 3x4= 3x8= 3x4= 10x16 = 3x4* 3x6= 1 1 4-01 9-8-15 18-0-2 23-1-14 31-5-1 I 39-8-4 4 4r0 1 4-0 8-4-15 8-3-3 5-1-12 8-3-3 8-3-3 0• -12 Plate Offsets(X,Y)— 15:0-6-0,0-2-4],16:0-3-0,0-1-12],111:Edge,0-3-8],118:0-0-13,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.24 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.50 15-17 >926 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.51 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 Code FRC201411P12007 Matrix-S Weight:258 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins(4-8-11 max.):5-6. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. WEBS 1 Row at midpt 4-15,5-14,7-14,9-11,2-18 REACTIONS. (lb/size) 11=1439/Mechanical,18=1535/0-3-8 Max Horz 18=293(LC 8) Max Uplift 11=-Si7(LC 10),18=588(LC 10) Max Gray 11=1478(LC 16),18=1552(LC 15) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-297/18,2-4=-2095/942,4-5=-1638/879,5-6=-1443/832,6-7=-1638/883, 7-9=-2138/967,9-10=-427/217,10-11=-339/202 BOT CHORD 17-18=692/1962,15-17=-573/1813,14-15=-374/1480,12-14=-592/1639, 11-12=-737/1820 WEBS 4-17=-56/317,4-15=-577/314,5-15=-205/644,6-14=-216/587,7-14=-617/338, 7-12=-69/362,9-11=-1899/771,2-18=-2123/1046 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=40ft eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-0-6,Interior(1)4-0-6 to 12-1-10,Exterior(2)12-1-10 to 29-0-6,Interior(1)29-0-6 to 36-1-14 zone;cantilever left and right exposed;end vertical left 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 20.0psf 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.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except(Jt=lb) 11=517,18=588. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Al WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.I0/03/2015 BEFORE USE tutDesign valid for use only with MiTek®connectors.this design is based only upon Ixrtameters 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 k zy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and fuss systems,seeANSI/IPI I 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,Alexandria,VA 22314. Tampa.FL 33610 14 4 Job i Truss Truss Type City Ply L 40 PARADISE RESERVE T11812295 17-068038 A02 Attic 7 1 ;Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:08 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-A8iao9NO3REHxyty_UsTumNhwnmoio63sOI7dFypEOP 7-11-0 15-5-4 18-0-2 23-1-14 25-8-12 32-10-10 40-4-0 7-11-0 I 7-6-4 I 2-6-14 I 5-1-12 I 2-6-14 7-1-14 I 7-5-6 5x8— Scale=1:70.5 5x6= 7.00 12 5 6 ea 4x5 i !A1-.1.'L 4x5 T 47 3x6 i 17 18 20 3x6 II 4x5 I I 21 3x6-- I 3 8 4x8 s s4 3x4 I y 2 17 � �o 1D lAdivo0/0•••••400°/..., 19 .7v. 1 , I .:, I o 16 15 14 13 12 11 3x6= 10x16 I 8x12 MT2OHS= 8x12 MT2OHS= 5x6= 10x16= 3x4- 1-5-12 14-0 7-11-0 15-5-4 25-8-12 32-10-10 40-4-0 1-4-0 6-5-4 I 7-6-4 10-3-8 I 7-1-14 I 7-5-6 0-1-12 Plate Offsets()(,Y)-- [2:0-2-12,0-2-0],[5:0-6-0,0-2-4],[6:0-3-0,0-1-12],[9:0-1-12,0-1-8],[11:Edge,0-8-0],[12:0-3-0,0-2-4],[18:0-2-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.94 12-13 >497 240 MT2O 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.15 12-13 >407 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-S Attic -0.76 13-14 158 360 Weight:275 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS*Except* 2-0-0 oc purlins(6-0-0 max.):5-6. 13-14:2x10 SP 2250F 1.9E or 2x10 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at midpt 2-14,9-13,2-16 4-14,7-13:2x4 SP No.2,4-7:2x6 SP No.2 JOINTS 1 Brace at Jt(s):17,18 REACTIONS. (lb/size) 11=1629/Mechanical,16=1727/0-3-8 Max Horz 16=-293(LC 8) Max Uplift 11=367(LC 10),16=-436(LC 10) Max Gray 11=1814(LC 17),16=1887(LC 16) FORCES. (Ib)-Max Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-380/45,2-4=-2522/620,4-5=-638/273,5-6=-529/239,6-7=611/261, 7-9=-2521/624,9-10=-2834/686,10-11=-1751/494 BOT CHORD 1-16=0/273,15-16=-470/2508,14-15=-470/2509,13-14=-23712197,12-13=-487/2366, 11-12=-178/390 WEBS 2-14=-454/276,4-14=-63/783,7-13=-76/798,9-13=-533/299,4-17=-1671/447, 17-18=-1651/445,7-18=-1706/452,2-16=-2626/691,10-12=-310/2037 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=40ft eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-0-6,interior(1)4-0-6 to 12-3-11,Exterior(2)12-3-11 to 28-10-5,Interior(1)28-10-5 to 36-1-14 zone;cantilever left and right exposed;end vertical left 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.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)Ceiling dead load(5.0 psf)on member(s).4-17,17-18,7-18; Wall dead load(5.Opsf)on member(s).4-14,7-13 8)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-14 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=367,16=436. 11)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1049112015 BEFORE USE Design valid for use only with MITekN)connectors.Ibis 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 tracing MI 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. Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 = Job Truss Truss Type Oty Ply L 40 PARADISE RESERVE 1 T11812297 17-068038 A04 Piggyback Base 1 1 I Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:10 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-6X4DrPeb3U?AF116vuxzBS64bTOAm9LKinEh8ypEON [1-4-01 2-11-3 8-9-10 14-8-2 I 19-9-14 I 25-8-6 I 31-6-13 l 37-0-0 I 1-4-0 2-11-3 5-10-8 5-10-8 5-1-12 5-10-8 5-10.8 5-5-3 5x6= 5x8= Scale=1:71.3 7.00 12 6 7 60 rm ii IV 3x4 i 1 3x4 3x6 520 218 3x6 9 4 � ,• ♦1 a 3x4 i 4x5. 3 10 2x4 II 19 2 1 - I ...� \11 c d 18 17 23 24 16 25 15 14 26 13 12 5x6= 3x4= 5x8= 3x4= 3x10 MT2OHS= 3x4= 10x16= 6-4-1514-8-2 19-9-14 28-1-1 37-0-0 6-4-15 8-3-3 l 5-1-12 I 8-3-3 I 8-10-15 Plate Offsets(X,Y)— [6:0-3-0,0-1-12],[7:0-6-0,0-2-4],[12:Edpe,0-3-8],[16:0-4-0,0-3-0],[18:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.22 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.44 13-15 >990 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.64 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:250 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins(5-0-15 max.):6-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 1 Row at midpt 7-16,5-16,8-15,10-12 REACTIONS. (lb/size) 18=1440/0-3-8,12=1357/Mechanical Max Horz 18=-344(LC 8) Max Uplift 18=-567(LC 10),12=489(LC 10) Max Gray 18=1470(LC 15),12=1405(LC 16) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-1568/731,5-6=-1434/795,6-7=-1275/754,7-8=-1502/815,8-10=-2010/900, 10-11=-416/210,11-12=-333/197 BOT CHORD 17-18=-368/1165,16-17=-448/1484,15-16=-323/1296,13-15=-534/1518, 12-13=-683/1718 WEBS 3-17=-67/519,6-16=-174/492,7-15=-221/675,5-16=-354/227,3-18=-1588/585, 8-15=-625/334,8-13=-72/371,10-12=-1783/711 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=37ft;eave=5tt;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-4-6,Interior(1)2-4-6 to 9-5-5,Exterior(2)9-5-5 to 25-0-11,Interior(1)25-0-11 to 33-1-14 zone;cantilever left and right exposed;end vertical left 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=567,12=489. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t f 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M7.7473 rev.10/03/2015 BEFORE USE pi ll Design valid for use only with Mitek4 connectors.TMs 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 M iTe k' 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 truss systems,seeANSI/TPII Quality Cdteda,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 l s Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812298 17-068038 A05 Piggyback Base 11 j I Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:11 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-ajOjQBPGMMcsoPcUgcPAWO?I9_uSvETVYMXoEaypEOM 14p 2-3-8 8-2-12 14-2-0 14-8r2 19-9-14 25-8-6 31-6-13 37-0-0[1-4-0I 2-3-8 l 5-11 -4 5-11-4 016-2 5-1-12 .l 5-10-8 5-10-8 I 5-5-3 Scale=1:74.7 3x6= 5x8= 12 3x4 II 7.00 6 7 8 26 r 3x4;"- 2x4 3x6 i 25 g 3x6 \_ 5.. 10 .� a B 3x4''''.27 � 4x5 i 11 d 4x5 i 324 27 2 , 10x16= i (s/ �l71 12 0 0 y lalo • 5x8= 3x6-= 1s 28 o 23 22 3x4= 4x5= 18 17 15 14 13 5x6= 2x4 II 2x4 II 4x5= 3x6 3x8= 4x5= 2-3-8I 8-2-12 l 14-2-0 I 19-9-14 j 25-8-6 1 31-6-13 l 37-0-0 I 2-3-8 5-11-4 5-11-4 5-7-14 5-10-8 5-10-8 5-5-3 Plate Offsets(X,Y)— [5:0-1-12,0-1-8],[6:0-2-0,0-1-4],[7:0-3-8,0-2-0],[8:0-6-0,0-2-4],[11:0-1-12,0-1-8],[12:Edge,0-8-0],[19:0-3-0,0-1-4],[19:0-5-8,0-1-8],[21:0-5-8,0-2-8], [23:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) -0.12 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.27 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:268 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, BOT CHORD 2x4 SP No.2'Except* except end verticals,and 2-0-0 oc purlins(4-8-10 max.):7-8. 3-22,6-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19,8-17,8-15,8-19 REACTIONS. (Ib/size) 13=1357/Mechanical,23=1440/0-3-8 Max Horz 23=344(LC 8) Max Uplift 13=-489(LC 10),23=-567(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1426/646,3-5=-1822/847,5-6=-1556/837,6-7=-1194/734,7-8=-1355/791, 8-9=-1946/1062,9-11=-1814/874,11-12=-2018/869,2-23=-1434/693,12-13=-1300/599 BOT CHORD 3-21=-526/234,20-21=-484/1461,19-20=-530/1617,6-19=-168/514,15-17=-324/1189, 14-15=-671/1685 WEBS 3-20=-99/430,5-19=-483/252,8-15=-430/840,9-15=-444/324,11-15=-318/165, 2-21=-483/1328,17-19=-289/1149,8-19=-132/265,21-23=-302/313,12-14=-554/1491 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=38ft;eave=5tt;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-5-6,Interior(1)2-5-6 to 9-3-15,Exterior(2)9-3-15 to 25-2-1,Interior(1)25-2-1 to 33-0-14 zone;cantilever left and right exposed;end vertical left 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 20.0psf 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.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib) 13=489,23=567. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 IndMdual building component,not a truss system.Before use,the building designer must verify the appiicablity 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,seeANS1/IPI l Quality Criteria,DSB-89 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 N. 1 • Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812299 17-068038 A06 Piggyback Base 6 1 i I Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:12 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-3vy5eWOv7gkjPZBgDJwP2cYSsODuehtenOGLmOypEOL 1 4 2-3-8 8-2-12 14-2-0 14-3-2 19-9-14 25-8-6 31-6-13 37-10-0 [1-4-0 2-3-8 I 5-11- 4 I 5-11-4 0!612 5-1-12 I 5-10-8 I 5-10-8 i 6-3-3 Scale=1:75.4 3x6= 5x8= 7.00 12 3x4 I 6 7 8 26 RI 60 3x4 2x4 I 3x6 i 25 9 3x6 5 10 4 • �s a 4x8 o 4x5 11 d 4x5 i324 2 . .7°. -,,,,,, 27 1 4 s 11 ` 12 190 ll 1 "' - 5x8= 20 3x6= u 16 28 '-13 g = 6 23 22 3x4= 4x5= 18 17 15 14 5x6=2x4 I I 2x4 I I 4x5= 3x6 3x8= 2x4 11 3x4 2-3-8I 8-2-12 i 14-2-0 I 19-9-14 I 25-8-6 I 31-6-13 36-6-0 37-10.0 2-3-8 5-11-4 5-11-4 5-7-14 5-10-8 5-10.8 4-11-3 1-4-0 Plate Offsets(X,Y)-- [5:0-1-12,0-1-8],[6:0-2-0,0-1-4],[7:0-3-8,0-2-0],[8:0-6-0,0-2-4],[11:0-2-4,0-2-0],[13:0-2-0,0-1-0],[19:0-3-0,0-1-4],[19:0-5-8,0-1-8],[21:0-5-8,0-2-8], [23:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.26 15-17 >999 180 BCLL 0.0 * Rep Stress'nor YES WB 0.49 Horz(TL) 0.13 13 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:271 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, BOT CHORD 2x4 SP No.2`Except* except end verticals,and 2-0-0 oc purlins(4-9-2 max.):7-8. 3-22,6-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19,8-17,8-15,11-13,8-19 REACTIONS. (lb/size) 23=1427/0-3-8,13=1441/0-3-8 Max Horz 23=-353(LC 8) Max Uplift 23=-562(LC 10),13=-519(LC 10) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1419/624,3-5=-1802/830,5-6=-1535/821,6-7=-1177/722,7-8=-1335/778, 8-9=-1896/1031,9-11=-1767/847,2-23=-1427/671 BOT CHORD 3-21=-521/239,20-21=437/1462,19-20=-488/1611,6-19.160/503,15-17=-283/1177, 14-15=-591/1587,13-14=-591/1587 WEBS 3-20=-104/427,5-19=-482/250,8-15=-403/797,9-15=-431/314,11-15=-262/151, 2-21=-461/1322,11-13=-1937/891,17-19=-250/1136,8-19=-129/270,21-23=-312/323 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=38ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-5-6,Interior(1)2-5-6 to 9-3-15,Exterior(2)9-3-15 to 25-2-1,Interior(1)25-2-1 to 34-0-10 zone;cantilever left and right exposed;end vertical left 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 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except(jt=lb) 23=562,13=519. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. , f, 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10103!2015 BEFORE USE. Design valid for use only with Milek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the appllcablity 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 ek k always required for stability and to prevent coilapse with possble personal Thiry and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/IP11 Quality Criteria,DSB-69 and SCSI 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 L 40 PARADISE RESERVE T11812300 17-068038 A07 Piggyback Base 1 1 ,Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:13 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-X6VTrsRXu_taljmtnlSebp4eLoW3N6_oOgOulTypEOK 14p 2-11-3 8.9-10 14-8-2 19-9-14 25-8-6 31-6-13 37-10-0 [1-4-0I 2-11-3 5-10-8 l 5-10-8 l 5-1-12 l 5-10-8 l 5-10-8 l 6-3-3 5x6= 5x8= Scale=1:71.8 6 7 22 6a ea 7.00 FIT x ft 3x4 3x4 5 21 8 3x6 9 . 3x6 i q 3x4 i 4x5 b d 3 ♦' 10 2x411 20 \ ,. r. 2 23 v 11 o M • 19 18 24 17 25 1626 15 14 27 28 13 .12 3x6= 5x6= 3x4= 3x6= 3x8= 3x4= 3x6 = 3x4= 3x4* I 6-4-15 l 14-8-2 I 19-9-14 1 28-1-1 1 36-6-0 37-10-p 6-4-15 8-3-3 -5-1-12 8-3-3 8.4-15 1-4-0 Plate Offsets(X,Y)-- [6:0-3-0,0-1-12],[7:0-6-0,0-2-4],[12:0-0-13,0-0-4],[19:0-3-0,0-2-12] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.21 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.45 13-15 >961 180 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:251 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins(5-1-8 max.):6-7. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS 1 Row at midpt 5-16,7-16,8-15,1012 REACTIONS. (lb/size) 19=1427/0-3-8,12=1441/0-3-8 Max Horz 19=-353(LC 8) Max Uplift 19=562(LC 10),12=519(LC 10) Max Gray 19=1459(LC 15),12=1464(LC 16) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-1554/724,5-6=-1415/786,6-7=-1259/746,7-8=-1476/801,8-10=-1945/868, 10-11=-290/0 BOT CHORD 18-19=-337/1164,16-18=-413/1477,15-16=-283/1282,13-15=-482/1477, 12-13=-607/1625 WEBS 3-18=-64/513,5-16=-358/230,6-16=-169/483,7-15=-205/649,8-15=-586/313, 8-13=-64/329,3-19=-1574/578,10-12=-1984/977 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=38ft;eave=5ft;Cat. ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-5-6,Interior(1)2-5-6 to 9-3-15,Exterior(2)9-3-15 to 25-2-1,Interior(1)25-2-1 to 34-0-10 zone;cantilever left and right exposed;end vertical left 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 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 19=562,12=519. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1, 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 615-7473 rev.10/03/2015 BEFORE USE ml Design valid for use only with Miteku%connectors.Ibis design is t rased only upon parameters shown,and is for an individual building component riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulding design. Bracing Indkiated 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 truss systems,seeANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Irultdde.218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 fi 6 Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812301 17-068038 B01 I GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:15 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-TUdEGYSnQb71G1vFvSU6gEAwucGSryI4T_V?NLypE01 6-11-13 13-7-12 20-3-11 27-3-8 1 6-11-13 1 6-7-15 1 6-7-15 l 6-11-13 4x5= Scale=1:69.5 4 10.00 12 42 43 1:(7 5x6�i 7x10. 3 5 2 -� 1,57x: 6 4� 1111 L" - - 3x4/i• •• 3x4 : 47 9 8 18 17 45 16 15 14 13 12 4g 10 3x4 3x4= 1-4-0 9-2-7 14-1-0 18-1-1 1 25-11-8 �7-3l3� 14-01 7-10-7 4-10-9 4-0-1 7-10-7 1.40 Plate Offsets(X,Y)-- [3:0-3-0,0-3-4],[4:0-2-8,0-1-8],[4:0-2-0,0-0-0],[5:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.19 8-9 >770 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.01 8 n/a nta BCDL 10.0 Code FRC2014ITP12007 Matrix-S Weight:256 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-9-0 except(jt=length)8=0-3-8,10=0-3-8,10=0-3-8. (Ib)- Max Horz 18=-339(LC 8) Max Uplift All uplift 100 lb or less at joint(s)17 except 14=-490(LC 10),18=-i18(LC 10),8=-213(LC 10) Max Gray All reactions 250 lb or less at joint(s)11,13,15,16,17,18,10,10 except 14=931(LC 1), 8=628(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-99/299,4-6=-630/384,6-7=-305/24 BOT CHORD 17-18=-278/265,16-17=-278/265,15-16=-278/265,14-15=-278/265,8-9=-55/392 WEBS 4-9=-303/600,6-9=-472/362,4-14=-673/218,2-14=-502/384,6-8=-427/253 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=27ft;eave=4ff;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-9 to 3-4-9,Interior(1)3-4-9 to 10-7-12,Exterior(2)10-7-12 to 13-7-12,Interlor(1)16-7-12 to 23-10-15 zone;cantilever left and right exposed;end vertical left 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)All plates are 2x4 MT20 unless otherwise indicated. 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,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(It=lb) 14=490,18=118,8=213. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev-101312015 BEFORE USE. mit Design valid for use only with MITek4v 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 M iTe k Is always required for stabiltly and to prevent collapse with possible personal knlray 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. Safely Information avcilable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE 111812302 17-068038 B02 Common Girder 1 3 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:17 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKz 1 hAS-Ptl_hEU 1 yC NOW K3eOtW aIfFE VPrKJueNxl_6REypEOG 1 6-3-10 I 12-3-12 I 18-3-14 I 24-7-8 1 6-3-10 6-0-2 6-0-2 6-3-10 4x5= Scale=1:76.9 4 10.00 Fri 6 1 3x4// 3x4 3x4 /i 3 5 3x4 s:..., 2I 6 3x4/i hilhh3x4''''>7 �.... .___ 1 Iii F.Mill II81•IlI llIMuMiliBt•IIIEJIIIlM=BIBt•IIIIrlliBIIIM=IIIMIl181•r 13 14 15 1612 17 11 18 19 1U 20 21 22 239 24 25 26 8 4x5= HUS26 8X8= 5x6= 5x8= HUS26 8x8= HUS26 5x12 MT2OHS HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 6-3-10 12-7-1 12-7-4 18-3-14 24-7-8 I 6-3-10 I 6-3-7 0.0-3 5-8-10 I 6-3-10 1 Plate Offsets(X,Y)-- [1:0-1-8,0-1-81,[3:0-1-0,0-1-8],[5:0-0-12,0-1-8],[7:0-1-8,0-1-8],[8:0-5-8,Edgel,[9:0-3-8,0-4-12],[10:0-4-0,0-2-12],[12:0-3-8,0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.09 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.21 8-9 >673 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.72 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:556 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2`Except` except end verticals. 8-11:2x6 SP 2400F 2.0E or 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 1-13,7-8:2x4 SP No.2 REACTIONS. (lb/size) 13=3392/0-5-8,10=12468/0-5-8,8=4043/0-3-8 Max Horz 13=-348(LC 6) Max Uplift 13=-1215(LC 8),10=-3521(LC 8),8=-1051(LC 8) Max Gray 13=3398(LC 17),10=12878(LC 2),8=4166(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-2528/888,3-4-365/1168,4-5=347/1222,5-7=-2906/631,1-13=-1949/699, 7-8=-2191/497 BOT CHORD 12-13=-515/820,10-12=-784/1868,9-10=-406/2171,8-9=-294/875 WEBS 4-10=-1686/440,5-10=-4546/1299,5-9=-1274/5636,3-10=-3807/1501,3-12=1533/4592, 1-12=-454/1253,7-9=-240/1322 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psi 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,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 13=1215,10=3521,8=1051. 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 14-10-8 oc max.starting at 1-8-4 from the left end to 22-6-12 to connect truss(es)to back face of bottom chord. 10)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-b oc max.starting at 9-8-4 from the left end to 21-8-4 to connect truss(es)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 4 n(�p�F G' T f f L�Wi(ANIrILi��Virh�j> hdparmrretors and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE AN-7473 rev.10/0312015 BEFORE USE MN Design valid for use only with MiTek®connectors.Ibis 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 balding 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/Wli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiabte from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610 6 6 Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812302 17-068038 B02 Common Girder 3 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:17 2017 Page 2 I D:c Ecg H?LE FaUr6bOLGigveKz l hAS-Ptl_hE U1 yC NO W K3eOt W alf FEV PrKJueNXI_6 REypEOG LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=-54,4-7=-54,8-13=-20 Concentrated Loads(Ib) Vert:14=-1337(B)15=-1337(B)16=-1331(B)17=-1419(B)18=-1609(B)19=-1609(B)20=-1609(B)21=-1609(B)23=-1609(B)24=-1609(B)25=-1609(B)26=-1419(B) • 1 1 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-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 indwNdual 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 bullring design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Masai(' 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 truss systems,seeANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria-VA 22314. Tan-pa.FL 33610 • Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE TI1812303 17-068038 CO1 Common 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:17 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-Ptl_hEU 1yCNOW K3e0tWalfFFdP_XJ1 ONxI_6REypEOG 7-5-0 I 14-10-0 7-5-0 7-5-0 8x8 Scale=1:40.3 2 10.00 FIT 8 g 7 10 3 1 re ; ./ '- ' w Id o �f �� o 3x6= 5 i/ 3x6= 6 4 2x4// 2x4 I 2x4 O 14-10-0 1-4-01- 12 7-5-0 13-4-4 13r9-0 1-4-0 4 2 5-11-4 I 5-11-4 0-1-12 14-0 I Plate Offsets(X,Y)-- [1:0 6 0,0 061,[2:Edge,0-3-4],[3:0-6-0,0-0-6) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.36 Vert(TL) -0,05 4-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-S Weight:85 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-6,2-4 REACTIONS. (lb/size) 6=549/0-3-8,4=549/0-3-8 Max Horz 6=-188(LC 8) Max Uplift 6=-237(LC 10),4=-195(LC 10) FORCES. (Ib)-Max-Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 5-6=-15/283,4-5=-15/283 WEBS 2-6=-400/203,2-4=-400/203 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)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-5-0,Exterior(2)4-5-0 to 7-5-0,Interior(1)10-5-0 to 11-10-0 zone;cantilever left and right exposed;end vertical left 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.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 100 lb uplift at joint(s)except(jt=lb) 6.237,4=195. Al WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.100:42015 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 MiTek Is always required for stability and to prevent collapse wIlh possible personal injury and property damage. For general guidance regarding the fabdcatbn,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. Safety Information available from Trym Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812304 17-068038 CO2 Common Supported Gable 1 1 'Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:18 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-t3JMuaVfj W Vt7Uegaal plsoYW pN?2UDX9yjf_gypEOF I 7-5-0l 14-10-0 l 7-5-0 7-5-0 4x5----- Scale=1:34.9 4 LI 10.00 12 3 1111\6\5 11. 7 1 A Al us is PI PI illk. .jr Y Y Y Y Y r V 0 3x4 ............................................................................. 3x4 12 11 10 9 8 1-4-0 14-10-0 I 1-4-0 l 13-6-0 - -- LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d 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 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-S Weight:76 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-2-0. (Ib)- Max Horz 12=-176(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 11=-115(LC 7),12=-171(LC 10),9=-114(LC 6),8=-i71(LC 10) Max Gray All reactions 250 lb or less at joint(s)11,9 except 10=324(LC 1),12=308(LC 19),8=308(LC 20) FORCES. (Ib)-Max CompiMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10=-275/0,2-12=-252/226,6-8=-252/226 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=24ft;eave=2ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-4-9 to 3-5-0,Exterior(2)3-5-0 to 4-5-0,Comer(3)4-5-0 to 7-5-0,Exterior(2)10-5-0 to 11-5-0 zone;cantilever left and right exposed;end vertical lett 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)All plates are 2x4 MT20 unless otherwise indicated. 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 115 lb uplift at joint 11,171 lb uplift at joint 12,114 lb uplift at joint 9 and 171 lb uplift at joint 8. • 9)na 6 I p V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE tut 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 , fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/1PI1 Quality Criteria,DSB-B9 and BCSI Building Component I 6904 Parke East Blvd. Safety Information available from Taus Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 r, Job Truss Truss Type Qty Ply 1 L 40 PARADISE RESERVE 111812305 17-068038 DOl Monopitch 3 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:19 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKzl hAS-LGtk6wW ITgdjleD 181Y2r4Kc2DamnrXgOcTD W 6ypEOE I 6-8-13 12-10-0 6-8-13 I 6-1-3 3x8= Scale=1:23.6 3 4 II 3.50 12 3x4 2 W m Z 1101 R ; SS iv 3 _ r d 3x4= 6 5 3x8 II 2x4 II 3x4= I 1-4-0 1]6-12 6-8-13 12-9-4 12-110.0 1-4-0 0-2-12 5-2-1 6-0-7 0-0-12 Plate Offsets(X,Y)-- [1:0-0-4,Edge],[1:0-3-9,0-0-2],[3:0-3-4,0-1-4] 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 0.58 Vert(LL) -0.06 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.16 1-6 >915 180 BCLL 0.0 * Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:60 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=462/0-5-8,8=461/0-1-8 Max Horz 1=158(LC 10) Max Uplift 1=-142(LC 10),8=-207(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-935/293,5-7.119/327,3-7=-119/327 BOT CHORD 1-6=-405/862,5-6=-405/862 WEBS 2-6=0/283,2-5=-832/392 NOTES- - 1)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=4ft;Cat. II;Exp C;End.,GCpI=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-10-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 142 lb uplift at joint 1 and 207 lb uplift at joint 8. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/032015 BEFORE USE. pot Design valid for use only with Mlteky connectors.lhls design is based only upon parameters shown,and Is to art individual building component,not o 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 Indh4dual truss web and/of 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 guldarrce regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Qualify Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. i Tampa.FL 33610 • a Job Truss Truss Type Oty Ply L 40 PARADISE RESERVE T11812306 17-068038 D02 GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:19 2017 Page 1 ID:cEcgH?LE FaUr6bOLGigveKzl hAS-LGtk6WW ITgdjleD18lY2r4KeuDiNny3gOcTDW6ypEOE 7-3-1 12-10-0 i 7-3-1 5-6-15 Sole= • 0.6 El • 3.50 12 18 3x4% r 2 III 17 • • Elr 9. •:•••iii ::: ::•*:•:••• :::: ::•::•::•:•: :: ::%%x %i%•:•:•:•::•:•:•K 6 3x4,--..- .. 5 8 7 3x4= 1-4-0 4-6-12 7-9-8 12-10-0 i 1-4-0 3-2-12 I 3-2-12 I 5-0-8 Plate Offsets(X,Y)-- [2:0-1-10,0-1-0],[11:0-1-12,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (oc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.02 1-8 >999 240 MT20 244/190 TCDL 7.0 • Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 1-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:63 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-5-8 except Qt=length)6=Mechanical. (lb)- Max Horz 1=142(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,6,8 except 7=-190(LC 10) Max Gray All reactions 250 lb or less at joint(s)1,6,8 except 7=417(LC 1),7=417(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-372/269 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;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-11-6 to 3-11-6,Interior(1)3-11-6 to 9-10-0,Exterior(2) 9-10-0 to 12-10-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 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.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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,8 except (jt=lb)7=190. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mf-7473 rev.10/032015 BEFORE USE I f Design valid for use only with MITek©connectors.This design Is txrsed only upon pararneters shown,and is for an Individual building component.not mi.V 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 Inlusy and property damage. For general guidance regarding the , fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lPit Quality Criteria,DSB-89 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 e Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE 711812307 17-068038 D03 Monopitch 8 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:20 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKzl hAS-gSR7JFWwE7lallooDh?4HNHtoedwSW LIgdGCm2ZypEOD I 5-11-13 11-4-0 5-11-13 5-4-3 3x8= Scale=1:21.2 3 4 �'� 3.50 12 3x4 2 ii r� rn n r� 9 1 1 eIIIII' .111111 ' r Y II o 3x4= ►1 6 5 *Al 2x4 Il 3x4= 3x8 II I 1-4-0 116-112 5-11-13 I 11-3-8 1114.0 1-4-0 0-2-12 4-5-1 5-3-11 0-6-e Plate Offsets(X,Y)-- [1:0-0-4,Edge],[1:0-3-9,0-0-2],[3:0-3-4,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (toe) Udefl L/d I PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.04 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.11 1-6 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S I Weight:53 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, t BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=407/0-5-8,8=405/0-1-8 Max Horz 1=140(LC 10) Max Uplift 1=-125(LC 10),8=-183(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-812/268,5-7=-112t289,3-7=-112/289 BOT CHORD 1-6=-370/747,5-6=-370/747 WEBS 2-5=-717/357 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;Enc.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 11-4-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live-load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s)8 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=125,8=183. I a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.11W32015 BEFORE USE. Design valid for use only with MITek©connectors.This design h 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 Indvkival truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required tor 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 tru s systems.seeANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satiety Informallon available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 l a Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812308 17-068038 D04 GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:21 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKzl hAS-le_VXbXY?RtR_yNPFib WwVQ2s00tFsGzswyJa?ypEOC 11-4-0 11-4-0 Scala- . 8.2 4 — 3.50 12 11 — 3 — I r r 2 '— 10 • 9 8 7 6 3x4 LOADING(psi) SPACING- 2-0-0 CSI DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a - n/a 999 BOLL 0.0 • Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 6 rVa n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:44 lb FT=0% LUMBER- BRACING- TOP RACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-4-0. (Ib)- Max Horz 1=122(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,6,7,8 except 9=-136(LC 10) Max Gray All reactions 250 lb or less at joint(s)1,6,7,8 except 9=335(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-235/332 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24tt;eave=2ft;Cat. II;Exp C;Encl.,GCp1=0.18;MWFRS(directional)and C-C Comer(3)0-11-6 to 3-11-6,Exterior(2)3-11-6 to 8-2-4,Comer(3)8-2-4 to 11-2-4 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,7,8 except (jt=lb)9=136. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERANCE PAGE Mir-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 bolding component,not a truss system.Before use,the building designer must verify the applicability of design pararneters 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 M iTe k 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 aid bracing of trusses and truss systems.seeANSI/IPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Corn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 • Job Truss Truss Type Oty Ply L 40 PARADISE RESERVE 111812309 17-068038 D05 GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:21 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-le_VXbXY?RtR_yNPFibWwVO4g0P5FsYzswyJa?ypEOC •• 9-3-8 9-3-8 Scale=1:17.0 5 4 3.50 I12 — 3 2 Ci 9 8 7 6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Idefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:35 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-3-8. (lb)- Max Horz 1=98(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,6,9,8,7 Max Gray All reactions 250 lb or less at joint(s)1,6,9,8,7 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-9=-163/271 NOTES- 1)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp C;End.,GCp1 3.18;MWFRS(directional)and C-C Comer(3)0-11-6 to 4-0-0,Exterior(2)4-0-0 to 6-0-0,Comer(3)6-0-0 to 9-1-12 zone;cantilever left and right exposed;end vertical lett exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint(s)1,6,9,8,7. mit a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE AfS7473 rev.100312016 BEFORE USE Design valid for use only with Ml1ek«i connectors.This design is based only upon parameters shown,and Is for an Individual budding component,not a truss system.Before use,the bulking designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding 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 trsses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate institute,218 N.Lee Street.Suite 312,Nexandrta,VA 22314. Tampa.FL 33610 a • Job • Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812310 17-068038 D06 Monopitch 6 1 Job Referen (optional) ce BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:22 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKzl hAS-mrYtkxYAml?Ic5ybpQ61Siy9o0dv_Go64aht7RypEOB 5.5.13II 10-4-0 I 5-5-13 4-10-3 3x8= Scale=1:19.7 3 4 3.5012 10 3x4 2 9 7 A b * — ` r 3x4= Xx 8 5 2x4 3x4= 3x8 I I 1-4-0 1[6-1g 5-5-13 10-3-8 1014-0 I 1-4-0 0-2-1 3-11-1 4-9-11 0-0-8 Plate Offsets()(,Y)— [1:0-0-4,Edge),[1:0-3-9,0-0-2],[3:0-3-4,0-1-4] _ I LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.08 1-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S I Weight:48 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD ' Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=370/0-5-8,8=368/0-1-8 Max Horz 1=128(LC 10) Max Uplift 1=-113(LC 10),8=168(LC 10) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-728/251,5-7=-108/263,3-7=-108/263 BOT CHORD 1-6=-346/669,5-6=-346/669 WEBS 2-5=-638/334 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=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 10-4-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=113,8=168. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MITek1f connectors.This design Is based only upon parameters shown,and Is for an Individual building un inrponent,not a truss system.Before use,the building designer mast 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 M]Tek' is always required tor stability and to prevent collapse with possade personal i nkxy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSU1Pn Quality Criteria,058-89 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 f, Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812311 17-068038 D07I GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:22 2017 Page 1 I D:cEcg H?LE FaUr6bO LGigve Kz 1 hAS-mrYtkxYAml?Ic5ybpQ6lSiyF UQIJ_Jo64aht7RypEOB --- --- --- - 10-4-0 10-4-0 Scale=1:16.6 5 3.50x12 4 10 3 2 I I - a�� •...•.•..❖.❖.•.❖.;.-.-.:•:❖.•.•••:❖:❖.•:::❖:::•:❖:❖:•:❖:❖.•.•.❖.•....•:::❖:•:..❖:•:.•:❖...:::..."•:•:::❖:•:•.•.❖.•.�.•.❖:::❖::•::•:❖:•:•:•:❖.•.:•::::•::.❖:❖:•:::•.: 9 8 7 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:39 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-4-0. (Ib)- Max Horz 1=110(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,6,9,8,7 Max Gray All reactions 250 lb or less at joint(s)1,6,9,8,7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-9=-165/270 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0pst;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-11-6 to 4-0-0,Exterior(2)4-0-0 to 7-2-4,Comer(3)7-2-4 to 10-2-4 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,9,8,7. a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 501-7473 rev.10/73/2015 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 applicabtlty 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 regarding 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 Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 A A Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE � T11812312 17-068038 D08 Monopitch 9 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:23 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-E16FxHZoX279EFXoN7d_?wVJ7gyhjnIGJERQfuypEOA I 6-10-0 I 6-10-0 3x8= Scale=1:14.4 2 3 3.50 I12 7 a _m 3x4= ; 6 N N )il 1T O 8 O • F- 2x4= 4 2x4 11 3x6 11 I 1-4-0 1-6-1 6-9-8 1-4-0 0-2-1k 5-2-12 Plate Offsets()(,Y)-- [1:0-1-4,1-5-10],[1:0-3-9,0-0-10],[2:0-3-4,0-1-4],[4:0-2-0,0-0-8] LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lac) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.05 1-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.13 1-4 >580 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.00 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=240/0-5-8,6=239/0-1-8 Max Horz 1=86(LC 10) Max Uplift 1=-73(LC 10),6=-116(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst;BCDL=3.0psf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 6-10-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 6=116. • 1 V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW-7473 rev.10/03/2015 BEFORE USE mit Design valid for use only wilt)MiTekti 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 appiicabillty 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. 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-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 I Truss I Truss Type I Qty Ply L 40 PARADISE RESERVE T11812313 17-068038 D09 GABLE 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:23 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKz1hAS-E16FxHZoX279EFXoN7d_?wVP_g5XjmiGJERQfuypEOA 6-10-0 6-10-0 Scale=1:13.2 2x4 I 2x4 II 4 3.50 12Plimi 2x4 II mill IM 2 mill 1. 1i In /111 11 w 11 wow iI o • i••:•:i:::•:D•OO:L•O:•:O•:•i••PPPJi••OPi O:•i Oi i:•;WW�'AW:•Ji:•;%i OJ,V•V'�•i JJ:W.,,•�•0�0•W:•PJi i;•; :VCMO•POi i••iW:Oi i i ••••• ••••••D•i•••••••••••••�PdO••••••••PPP%i••••••••••••••••:•00•0•0.0•••O•••Oi•Pi•••Jyi•O••••0•0•00••PPi•••••••••••Oi•••00•0•Pi•••••PPO••••••••••i••OLO•••OPPPi•••Oi i, 7 6 5 2x4 2x4 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) rVa - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a I BCDL 10.0 Code FRC2014/TP12007 Matrix-S Weight:24 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-10-0. (Ib)- Max Horz 1=69(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,5,7,6 Max Gray All reactions 250 lb or less at joint(s)1,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=-169/345 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=2ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,7,6. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/1015 BEFORE USE. III 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 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 wtth possible personal injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see-ANSI/7911 Quality Criteria,DSB-89 and BCSI Bulldng Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tama,FL 33610 • • Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812314 17-068038 F01 Floor 6 1 I Job Reference(optional) I BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:25 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-APEOMza23gNtTZgAUYIS4LadceadBXsZmYwXjmypE08 0-1-8 1-8 H 1I-3 1 I 1-5-7 57 i ad'= Scald 1:39.2 4x5= 3x6= 3x4= 3x4= 3x4= 3x4= 3x6 FP=3x4= 3x6= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 , 15 e• _ a '�/ \./NtN:/Na N / N?'N/ / N; 29,4 • K. 27 26 25 24 23 22 21 20 19 18 17 16 3x6= 4x5= 3x10 MT2OHS FP= 3x6= 3x4= 3x4= 3x6= 3x6= 4x5= 3x6= 1.5x3 SP= 3x6= • 2-9-0i 5-3-0 I 13-3-15 18-5-7 i 20-11-7 I 23-8-7 i 2-9-0 2-6-0 8-0-15 5-1-8 2-6-0 2-9-0 Plate Offsets(X,Y)– [8:0-1-8,Edge],[22:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (lac) I/defl L/d I PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.61 20-21 >461 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.95 20-21 >296 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.15 16 n/a n/a BCDL 5.0 Code FRC2014/TP12007 Matrix-S Weight:124 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, 11-15:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP No.1(flat)`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-24:2x4 SP 2400F 2.0E or 2x4 SP SS(flat) 2-2-0 oc bracing:23-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=1284/0-5-8,16=1284/0-3-8 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2460/0,3-4=-4241/0,4-5=-5503/0,5-6=-5503/0,6-7=-6216/0,7-8=-6216/0, 8-9=-6110/0,9-10=5496/0,10-12=-5496/0,12-13=-4240/0,13-14.2460/0 BOT CHORD 26-27=0/1404,25-26=0/3488,23-25=0/4964,22-23-0/5912,21-22=0/6216,20-21-0/6216, 19-20=0/5946,18-19=0/4969,17-18=0/3487,16-17=0/1404 WEBS 14-16=-1867/0,2-27=-1866/0,14-17=0/1468,2-26=0/1469,13-17=-1428/0, 3-26=-1430/0,13-18=0/1048,3-25=0/1047,12-18=-1013/0,4-25=-1006/0,12-19=0/717, 4-23=0/732,9-19=-611/0,6-23=-595/0,9-20=-70/466,6-22=-130/775,8-20=-548/279, 7-22=-323/5 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB.7473 rev.10/03/2015 BEFORE USE. lotDesign valid for use only with MITeke connectors.This design h bused only upon parameters shown,and Is for an Individual building col nixment.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 Masai(' 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 truss systems seeANSI/TPI1 Gaudily Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins11Me,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 • Job • Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812315 17-068038 F02 Floor 2 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:25 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-APEOMza23gNtTZgAUYfS4LabueczBbzZmYwXjmypE08 0-1-8 H I 1-3-0 I I 1-11-0 I Oil 1 8 =1:27.7 1.5x3 II 1.5x3 II 1.5x3= 1.5x3 II 1.5x3= 1 2 3 4 5 6 7 8 9 • • • a -A/F-x z N_,_ 18 X 19 0 4/ X X X 16 15 14 13 12 11 li 3x6= 1.5x3 I I 3x6= 16-5-0 ___I 16-5-0 Plate Offsets(X,Y)— (5:0-1-8,Edge),(12:0-1-8,Edpe] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.24 13-14 >806 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.37 13-14 >522 240 BCLL • 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=883/0-5-0,10=883/0-3-8 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1590/0,3-4=-2552/0,4-5=-2923/0,5-6=-2784/0,6-7=-2784/0,7-8=-1560/0 BOT CHORD 16-17=0/953,15-16=0/2195,14-15=0/2900,13-14=0/2784,12-13=0/2784,11-12=0/2205,10-11=0/949 WEBS 2-17=-1266/0,2-16=0/886,3-16=-841/0,3-15=0/497,4-15=-484/0,8-10=-1262/0,8-11=0/850,7-11=-897/0, 7-12=0/916,6-12=-379/0,5-14=-199/360,5-13=-292/5 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. i V WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Me-7473 rev.I0ee3/2015 BEFORE USE. MI Design valid for use only wilts 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 verity the applicabtlty 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 Inkay and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality Criteria,DS8-89 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 Oty Ply L 40 PARADISE RESERVE T11812316 17-068038 F03 Floor 2 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:26 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-ecoOaJbhgzVk5jFN2GAhdY7kglyQw2Xi?Cf4GCypE07 0-1-8 H 1-3-0 I I 1-9-0 Scale=1:27.3 ' 1.5x3 II 1.5x3= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 • • • ii8 i 4/0011r\4.. 47 1\ilosl... doof.X. /0" AZ \ / N R • 16 15 14 13 12 11 10 3x6= 1.5x3 I I 1 16-1-8 1 16-1-8 Plate Offsets(X,Y)— [5:0-1-8,Edge],[12:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.23 13-14 >828 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.36 13-14 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:83 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=870/0-5-0,10=876/Mechanical FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1563/0,3-4=-2498/0,4-5=-2846/0,5-6=-2698/0,6-7=-2698/0,7-8=-1504/0 BOT CHORD 16-17=0/939,15-16=0/2155,14-15=0/2831,13-14=0/2698,12-13=0/2698,11-12=0/2144,10-11=0/897 WEBS 2-17=-1247/0,2-16=0/869,3-16=-823/0,3-15=0/477,4-15=-464/0,5-14=-181/367,5-13=-306/2,8-10=-1219/0, 8-11=0/843,7-11=-891/0,7-12=0/874,6-12=-340/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. Ai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE MIl-7473 rev.10!003/2015 BEFORE USE Design valid for use only with MITek®O connectors.This design is based only upon parameters shown,and Is for an Individual building component,not lilt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall • i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k 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 Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avopable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812317 17-068038 F04 Floor 9 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:27 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKz1 hAS-6oMmnfcJbHdbitgZcziw9mgviRlpfTvrEsPeofypE06 0-1-8 H I 1-8-8 I 1-3-0 I I t-9.8 I Scale=1:30.7 3x6= 1.5x3= 1.5x3= 4x5= 1.5x3 II 1.5x3 I I 1 2 . 3 4 5 6 7 8 9 10 T • • •• • 021 i isN,..........„.............:1 AIN / X / X z z,-x z ,N- II 20 : • • 19 17 16 15 14 13 12 11 1.5x3 i I 3x8= 4x5= 1.5x3 II 1-11-8 2-1l1r0 18-1-8 1-11-8 04-8 16-0-8 Plate Offsets(X,Y)— [6:0-1-8,Edge],[13:0-1-8,Edge] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.24 14-15 >810 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.31 14-15 >623 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:94 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=2329/0-5-8,11=737/Mechanical Max Gray 18=2329(LC 1),11=841(LC 4) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/1830,2-3=0/1828,3-4=-1146/1132,4-5=-2167/580,5-6=-2599/189,6-7=-2521/0, 7-8=-2521/0,8-9=-1432/0 BOT CHORD 17-18=-1459/483,16-17=-825/1783,15-16=-369/2538,14-15=0/2521,13-14=0/2521, 12-13=0/2029,11-12=0/859 WEBS 1-18=-2173/0,3-18=-1406/0,3-17=0/1071,4-17=-1043/0,4-16-0/677,5-16=-647/0, 5-15=-21/446,6-15=-543/272,6-14=-266/157,9-11=-1168/0,9-12=0/796,8-12=-830/12, 8-13=-131/791,7-13=-313/47 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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(plf) Vert:11-19=-10,1-10=-100 Concentrated Loads(Ib) Vert:1=-1100 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. tilt ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an Individual holding component,not a truss system.Before use,the building designer must verity the appllcabiity of design parameters and properly Incorporate this design Into the overall budding 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 IMt+y and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Bivd. ,I Safety Informatlon available from Truss Mate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 • r Job Truss Truss Type Qty Ply I L 40 PARADISE RESERVE I T11812318 17-068038 F06 Floor 6 1 I 'Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:28 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-b_v8??dxMbISKOPl9gD9izC73reCOwj?TW8BK5ypE05 0-1-8 H ' 1-3-0 1-9-0 I I Scale=1:33.6 1.5x3 I I 1.5x3= 4x5= 1.5x3 II 4x5= 1 2 3 4 5 6 7 8 9 10 11 R v , ee •a ee 23 N / - ao N / X / \ ( N— 9,./ X / .. 21 20 19 18 17 16 15 14 13 T2 3x6= 4x5= 3x10 MT2OHS FP= 1.5x3 I I 1.5x3 II 3x6= 4x5= 3x6= 2-9-0 5-3-0 7-9-0 14-10-8 17-4-8 20-1-8 2-9-0 I 2-6-0 I 2-6-0 7-1-8 2-6-0 2-9-0 Plate Offsets(X,Y)— [5:0-1-8,Edge),[6:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.35 16-17 >689 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.54 16-17 >440 240 MT2OHS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SP No.1(flat)*Except* except end verticals. 12-19:2x4 SP 2400F 2.0E or 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 22=1087/0-5-8,12=1093/0-3-0 FORCES. (Ib)-Max CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2033/0,3-4=-3413/0,4-5=-4212/0,5-6=4468/0,6-7=-4255/0,7-8=-4255/0, 8-9=-3408/0,9-10=-2034/0 BOT CHORD 21-22-0/1182,20-21=0/2854,18-20=0/3946,17-18=0/4468,16-17=0/4468,15-16-0/4468, 14-15=0/3931,13-14=0/2858,12-13=0/1182 WEBS 10-12=-1573/0,2-22=-1571/0,10-13=0/1186,2-21=0/1183,9-13=-1146/0,3-21=-1143/0, 9-14=0/765,3-20=0/777,8-14=-728/0,4-20=-741/0,8-15=0/439,4-18=0/494, 6-15=-669/180,5-18=-623/63 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 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. 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mir-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and is for an individual building component,not III a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall buldIng 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 l-4zy and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/19I1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informallon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE - T11812319 17-068038 F08 Floor 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:29 2017 Page 1 I D:cEcgH?LE FaUr6bOLGigveKzl hAS-3BTW CKdZ7uulyA_yjOkOEBIIxFy37QE8hAulsXypE04 0-1-8 0-5-1? H 1 � I 1-11-15 I t p 6q I Scale:3/8"=1' 1.5x3 II 1.5x3= 1.5x3 I: 4x5= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 Is 23 1 Z' X / X-,/ X /r_ \II, X / X / N 9 v. ........ kA. 4 ..... 21 20 19 18 17 �`•� 15 14 3x6= 3x6= 1.5x3 II 5x6= 3x6_ 1.5x3 II 10-3-0 12-1-11 2-9-0 5-4-8 6-9-3 9-3-0 9.'4}11 11-2-15 12-03 14-9-3 15-6-1 16.2-15 19-1-7 2-9-0 I 2-7-8 16-0-1310-8-5 0-8-5} 2-5-13 0-11 I 1-0-0 10-9.4 I I 2-7-8 10-8-14I 0-8-141 2-10-8 0-10-5 0-1-8 Plate Offsets(X,Y)— [6:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.23 18-19 >632 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.35 18-19 >406 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 13 n/a rt/a BCDL 5.0 Code FRC20147TPI2007 Matrix-S Weight:104 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22=723/0-5-8,13=513/0-3-8,16=833/0-3-8 Max Gray 22=733(LC 3),13=515(LC 7),16=833(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1266/0,3-4=-1924/0,4-5=-1924/0,5-6=-1962/0,6-7=-1539/0,7-8=-778/0, 8-9=-777/0,9-10=-969/0,10-11=-782/0 BOT CHORD 21-22=0/784,20-21-0/1713,19-20=0/2134,18-19=0/1539,17-18=0/1539,16-17=0/1539, 15-16=0/888,14-15-0/1011,13-14=0/526 WEBS 5-20=-284/0,2-22=-1041/0,2-21=0/671,3-21=-622/0,3-20=0/287,5-19=-255/0, 11-13=-700/0,6-19=0/600,6-18=-389/0,11-14=0/355,10-14=-319/0,9-15=-100/260, 9-16=-472/0,7-17=0/601,8-16=0/540,7-16=-1541/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. 4 _IMI / A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10103/201S 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 balding 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 truss web and/or chord members only.Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possble personal Inlay and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see-ANSI/IPll 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 Alexandria,VA 22314. Tampa,FL 33610 e r Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812320 17-068038 F09 Floor 6 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:29 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKz1 hAS-3BTWCKdZ7UI JyA_yjOkOEBIGhF_37NX8hAulsXypE04 0-1-8 H I 1-3-0 I 1-11-15 Scale:3/8"=1' 1.5x3 II 1.5x3= 4x5= 1.5x3 II 1.5x3 II 4x5= 1 2 3 4 5 6 7 8 9 10 11 er 21 \ / N / N / X �I \ v • 19 18 17 16 75 14 13 • 3x6= 4x5= 3x6= 1.5x3 I I 4x5= 3x6= 19-1-7 II 19-1-7 Plate Offsets(X,Y)— [6:0-1-8,Edge],[15:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.32 16-17 >709 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.50 16-17 >456 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FRC2014/TP12007 Matrix-S Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 20=1032/0-5-8,12=1038/0-3-8 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1911/0,3-4=-3216/0,4-5=-3216/0,5-6=-3882/0,6-7=-3996/0,7-8=-3996/0, 8-9=-3160/0,9-10=-1918/0 BOT CHORD 19-20=0/1122,18-19=0/2670,17-18=0/3694,16-17=0/3996,15-16=0/3996,14-15=0/3647, 13-14=0/2680,12-13=0/1120 WEBS 2-20=-1491/0,2-19=0/1098,3-19=-1055/0,3-18=0/743,5-18=-649/0,5-17=0/418, 6-17=494/179,10-12=-1490/0,10-13-0/1110,9-13=-1059/0,9-14=0/668,8-14=-677/0, 8-15=0/750,7-15=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10,131015 BEFORE USE. mi Design valid for use only with MITeke connectors.this design Is based only upon paramelers shown.and Is for an indlvldual building component,not a truss system.Before use,the bulling designer must verify the applicablity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Irdlvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stablItty and to prevent collapse with posstle personal marry and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Criteria,1:S8-$9 and SCSI 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 a r Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812321 17-068038 F10 Floor Girder 1 1 ,Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 . 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:30 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-XN1vPgeBuCOAZKZ8H5FdnOHPtfHuskUlwgdlP_ypE03 0-1-8 q H I 1-3-0 I I 1-4-11 I 1--r Scale:3/8'=1' 1.5x3 II 1.5x3= 4x5= 1.5x3 I I Special 10x16= 1 2 3 4 5 6 7 8 9 10 11 12 a 23 r• z N_ z x z 1:\ z x z • 21 20 19 18 17 16 15 14 3x6= 4x5= 3x6= 1.5x3 II 1.5x3 II 7x10= 5x6= • 17-1-1119.1-8 I17-1-11 I 1-11-13 Plate Offsets(X,Y)— [3:0-1-12,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[12:0-7-5,Edge),[13:Edge,0-1-8],[14:0-2-4,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.36 17 >633 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.56 17 >402 240 BCLL 0.0 Rep Stress Ina NO WB 0.93 Horz(TL) 0.10 13 n/a n/a BCDL 5.0 Code FRC2014/TP12007 Matrix-S Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat)`Except* 11-14:2x4 SP No.2(flat) REACTIONS. (lb/size) 22=1173/0-5-8,13=2330/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2216/0,3-4=-3829/0,4-5=-3829/0,5-6=-4785/0,6-7=-5182/0,7-8=-5124/0, 8-9=-4585/0,9-10=-3414/0,10-11=-3414/0 BOT CHORD 21-22=0/1282,20-21=0/3122,19-20=0/4431,18-19=0/5182,17-18=0/5182,16-17=0/5182, 15-16=0/5004,14-15-0/4141,13-14-0/933 WEBS 10-14.1530/0,2-22=-1704/0,2-21-0/1299,3-21=-1260/0,3-20=0/961,5-20=-818/0, 5-19=0/631,6-19=-817/0,6-18=-54/318,9-14=-968/0,9-15=0/618,8-15=-582/0, 8-16=-106/253,7-16=-276/337,7-17=-294/79,11-14=0/3302,11-13=-2509/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1514 lb down at 17-1-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)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:13-22=-10,1-12=-100 Concentrated Loads(Ib) Vert:10=-1434(F) a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is tor 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 M iTe k 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/TP11 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,Alexandria,VA 22314. Tampa,FL 33610 • I Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE j T11812322 17-068038 F11 Floor 3 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:31 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzlhAS-?ZbHdOfpfW81BU8Krpm5KcgeN2dXbHDR9TNnCQypE02 0-1-8 H I 1-3-0 1-2-15 Scale=1:28.8 1.5x3 II 1.5x3= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 a • • • • 20 ;./. X Z X / X / - N / X.X.N. 7 .0. 18 17 16 15 14 13 12 11 3x6= 3x6= 1.5x3 II 1.5x3 II I 16-11-15 I 16-11-15 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[7:0-1-8,Edge],[9:0-1-12,Edge],[12:0-1-12,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.22 15-16 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.34 15-16 >593 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:89 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:15-16,14-15. REACTIONS. (lb/size) 19=918/0-5-8,11=924/Mechanical FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1666/0,3-4.2730/0,4-5=-2730/0,5-6=-3155/0,6-7=-3130/0,7-8=-2672/0, 8-9=-1637/0 BOT CHORD 18-19=0/994,17-18=0/2307,16-17=0/3090,15-16=0/3130,14-15=0/3130,13-14=0/3130, 12-13=0/2283,11-12=0/954 WEBS 2-19=-1320/0,2-18-0/935,3-18=-892/0,3-17=0/575,5-17=-489/0,5-16=-61/259, 6-16=-278/264,6-15=-266/82,9-11.1296/0,9-12=0/950,8-12=-899/0,8-13=0/560, 7-13=-717/0,7-14=-61/288 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. , V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIME REFERANCE PAGE M1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek�fi connectors.this design Is I,ased only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicabilty of design parameters and properly incorporate this design Into the overall tx ;� lldkng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' k always required for stabMty and to prevent collapse with possible personal Inlay and properly damage. For general guidance regarding the fab ricatlon,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trus Plate Institute,218 N.Lee Street,Suite 312,Atexandrla VA 22314. Tampa.FL 33610 I i Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812323 17-068038 F12 Floor 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:31 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-?ZbHdOfpfW 81 BU8KrpmsKcgkN2k8bKGR9TNnrQypE02 0-1-8 , H 1-3-0 I I 1-4-0 I Scale=1:19.9 1.5x3 II 1.5x3= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 l - 1 • [ I. +N— z_ • 5 - ,, o • e s - I • 13 12• 11 10 3 . 3x6= 3x6= 2-9-0 9-4-0 _ 12-1-0 2-9-0 I 6-7-0 2-9.0 Plate Offsets(X,Y)-- [11:0-1-8,Edge],(12:0-1-8,Edge] — LOADING(psi) SPACING- 2-0-0 CSI. DEFL in floc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.06 10-11 >999 360 MT20 244!190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.09 10-11 >999 240 BCLL 0.0 Rep Stress!nor YES WB 0.26 Horz(TL) 0.02 9 ria n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1445/0-5-8,951/0-4-8 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1073/0,3-4=-1575/0,4-5=-1575/0,5-6=-1575/0,6-7=-1073/0 BOT CHORD 13-14=0/684,12-13=0/1430,11-12=0/1575,10-11=0/1430,9-10=0/685 WEBS 7-9=-912/0,2-14=-909/0,7-10=0/540,2-13=0/540,6-10=-497/0,3-13=-497/0,6-11=-9/364,3-12=-10/364 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. • I Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tat 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 applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Irxilvldud truss web and/or chord members only. Additional temporary and permanent bracing Mile k' 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/TP11 Quality Criteria,DSS-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. Tampa.FL 33610 I • Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812324 17-068038 F13 FLOOR GIRDER 1 1 I Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:32 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKzl hAS-Tm9fgMgROpGtpej W OW H5spNglS?zKhLbN76PTsypE01 1-3-0I I 1-7-12 Scale=1:13.3 3x6 I I 5x6= THA422 3x6 II THA422 3x6 I I 5x6= 3x6 I I 1 2 11 3 12 45 THA422 6 • • • N— .—„Z :Tr J. • 4x5= 10 5x6 9 8 7 4x5= 5x6= I 7-1-12 .- —I 7-1-12 Plate Offsets(X,Y)– 12:0-3-0,Edgel,[4:0-3-0,0-0-01,[5:0-3-0,Edge1,[7:Edge,0-1-81,[8:0-1-8,Edge1,[9:0-1-8,Edge],[10:Edge,0-1-8] I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.04 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.06 8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FRC2014/f PI2007 Matrix-S 1 Weight:47 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=1712/Mechanical,10=1534/Mechanical FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2721/0,3-4=-2721/0,4-5=-2721/0 BOT CHORD 9-10=0/1709,8-9=0/2721,7-8=0/1830 WEBS 5-7=-2429/0,2-10=-2268/0,5-8=0/1198,2-9=0/1367,3-9=-871/0,4-8=-767/0 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. 4)Use Simpson Strong-Tie THA422(6-16d Girder,6-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-10-4 from the left end to 5-10-4 to connect truss(es)to front face of top chord. 5)Fill all nail holes where hanger is in contact with lumber. 6)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:7-10=-10,1-6=-100 Concentrated Loads(lb) Vert:5=-824(F)11=-824(F)12=-824(F) / MEM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTEK REFERANCE PAGE 411.7473 rev.10/03/2015 BEFORE USE. V �` Design valid for use only with MITelsu connectors.Mils design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the bulking 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 indlvidu al 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 hlusy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 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 a Job !Truss I Truss Type Qty i Ply L 40 PARADISE RESERVE 111812325 17-068038 F14 Floor Supported Gable 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 S Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:33 2017 Page 1 I D:cEcgH?LE FaUr6bOLGigveKzl hAS-xyj 12ig4A7OkQoHjyEpKP 1 v7Ks W k31 Hkcnsy?lypE00 0-,H 8 0-1-8 Scale=1:39.5 3x6 FP- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 941 a �_.— �� g - a 42 q 0 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4== 3x6 FP= 3x4 _ 23-8-7 23-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 I 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 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:103 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 23-8-7. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)na 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. a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®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 building design. Bracing indicated Is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is dways required to stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI l 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 / - e Job Truss Truss Type 1 Qty Ply L 40 PARADISE RESERVE T11812326 17-068038 F15 GABLE !1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:34 2017 Page 1 . ID:cEcgH?LEFaUr6bOLGigveKzl hAS-P8HPF2hixRWb2xsvWxKZxES7JGsSojbtrRbWYIypEO? 0-1-8 H I 1-8-8 1-1-12 018 Scale 1:29.9 3x4— 3x4 I I 3x4= 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 _ _ I O I !T u _ H 2 • • a _ a a. to _ �o o Ip, 9: 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x6— 3x4 2-0-0 2-1`0 3-5-0 I 4-9-0 1 6-1-0 7-5-0 8-9-0 1 10-1-0 1 11-5-0 1 12-9-0 1 14-1-0 ._ 15-5-0 i 16-9-0 18-1-0 1811-8 2-0-0 0-11-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-0-8 Plate Offsets(X,Y)-- [3:0-1-8,Edge],(14:0-1-8,Edge] _ I LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/def I L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) Na - is/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FRC2014/TP12007 Matrix-S Weight:86 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-1-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 26=-321(LC 3) Max Gray All reactions 250 lb or less at joint(s)15 except 26=340(LC 4),25=432(LC 1),24=414(LC 4),23=414(LC 1),22=413(LC 4),21=413(LC 1),20=413(LC 4),19=413(LC 1),18=415(LC 4),17=405(LC 1),16=449(LC 4), 27=1178(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/377,2-3=0/372 WEBS 3-26=-329/327,4-25=-416/0,5-24=-401/0,6-23=-401/0,7-22=-400/0,8-21=-400/0, 9-20=-400/0,10-19=-399/0,11-18=-402/0,12-17=-392/0,13-16=-434/0,3-27=-499/0, 1-27=-447/0,2-27=-594/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Gable studs spaced at 1-4-0 oc. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 321 lb uplift at joint 26. 5)na 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:15-28=-10,1-14=-300 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. pa Design valid for use only with MITek4 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 applicablity 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 damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TP11 Quality Criteria,D58-89 and BCSI Building Component 6904 Parke East Bird. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 4 .. a Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE • T11812327 17-068038 F16 Floor Supported Gable 1 1 I Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:34 2017 Page 1 I D:cEcgH?LE FaUr6bOLGigveKz 1 hAS-P8HPF2hixRW b2xsvWxKZxESIpGsrolVtrRbWYlypEO? Scale=1:15.2 13x4 I I 2 3 4 5 6 7 • • • • • — — — — — —c 15 e 0 v 14 13 12 11 10 9 8 3x4 3x4= 8-3-0 8-3-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[14:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 8-3-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 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. imm. V WARNING-Welty design parameters and READ NOTES ON DOS AND INCLUDED AUTEK REFERANCE PAGE Aft-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITekDD 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 vetiry the amicability 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 Mile k Is always required for stability and to prevent collapse with possible personal kslrry and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lPll Quality Criteria,055-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,A1exandtla,VA 22314. Tampa.FL 33610 A - a Job Truss Truss Type Qty Ply L 40 PARADISE RESERVE I T118123281 17-068038 1F17 Floor Supported Gable 1 1 Job Reference(optional) _ BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:35 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzl hAS-tLroTOIKikeSg5R54froUS?UDgC9XCs145L34BypE0_ p 418 1I g 1 1.5x3 H 2 1.5x3 H 3 1.5x3 I Scale=1:9.5 ■ IIII 7 II8 I 1.5x3= ■■ I + 1.5x3= 1 .-1 ll I I oq MIN - _ :❖:❖:9;•; :::::❖:❖:❖:❖::❖::::❖:❖:❖::❖:❖:::::❖:❖:❖:❖::::•:::•. •:PP:PO;.•::.••;.;.❖.;.*J•:•,*•••••••••••••;PPP•••••••••••••••••••••••••PP••••. 6 5 4 3x4= 1.5x3 3x4 2-5-8 2-5-8 ---- -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid i PLATES GRIP TCLL 40.0Plate Grip DOL 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 I Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 IRep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 rVa n/a BCDL 5.0 Code FRC2014/TPI2007 I Matrix-S Weight:14 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 6=59/2-5-8,4=47/2-5-8,5=124/2-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 1 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Ila 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 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.seeANSI/TP11 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 a r 1 Job Truss Truss Type Qty ,Ply L 40 PARADISE RESERVE 17-068038 F18 Floor Supported Gable 1 1 711812329 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:35 2017 Page 1 ID:cEcgH?LE FaUr6bOLGigveKzl hAS-tLroTOiKikeSg5R54froUS?TtgCCXCo145L34BypE0_ 0-r148 0�8 Scale=1:19.9 1 2 3 4 5 6 7 8 9 1- 0 e o s o o o d 21 0 o q y e ra ,,o • • « 1 s •iiiii0::::ktiiiPiiiiiii 3K:33iiiP::::K:ii0iii33K:K00:iii i ag::'PJii•K:K i•Ji:3333i K:K:K:i .:•f• ji s4Sjij%ijij%ijij%�jij�jijijiSSS4�iji44�%O'j�ji�j�ji4y�iji4������������������������������������������������������������������������������������������������������.�.�.�.�.�.�.�.�.�.�.�.�.�J.•O.❖.•OD.•D.•.:'.❖.'.❖.❖.•. 20 19 18 17 16 15 14 13 12 11 3x4— 3x4 12_1=0 12-1-0 -_ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FRC2014/TPI2007 Matrix-S Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-1-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 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. tla A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ma-7473 rev.1403/2015 BEFORE USE. Design valid for use only with MITekSJ 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 bucking 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,see.ANSI/1911 Quality Criteria,056-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street,Stile 312,Alexandria,VA 22314. Tampa.FL 33610 Job `Truss Truss Type Qty Ply L 40 PARADISE RESERVE T11812330 17-068038 1F19 'Floor Supported Gable 1 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:36 2017 Page 1 I D:cEcgH?LEFaUr6bOLGigveKz1 hAS-MXOAgkjyT2mJHF01dMM11 fXeV3YGGf0Al14cbdypE?z Scale=1:13.0 1 3x4 1 2 3 4 5 6 7 • 1 o o • o .-.-.--.-••:•::•:s•:❖:❖.❖.•::e❖:❖„...e :•.❖:•:❖•••••❖:❖:s❖:•❖ :❖.❖.os:❖:❖•••❖:os❖:•:• :❖:•::❖:❖:.•:•:❖a:•:❖:• ❖.:. •:s•:• :❖.•,-•-.-•-•-.-•;,•;•7,•;•;;•;9-.-.- 13 12 11 10 9 8 3x4 3x4= 6-11-8 _ _- I 6-11-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[13:Edge,0-1-8] LOADING(pat) 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 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FRC2014/TP12007 Matrix-S Weight:34 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-11-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)13,8,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 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. a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7073 rev.10/0312015 BEFORE USE. lilt Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual balding component,not a truss system.Before rise,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 inlay and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 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 1 1 Job Truss Truss Type Oty Ply L 40 PARADISE RESERVE T11812331 17-068038 PB03 Piggyback 19 1 Job Reference(optional) BMC-Midway Truss, Midway,GA,31320 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Aug 10 14:05:37 2017 Page 1 ID:cEcgH?LEFaUr6bOLGigveKzt hAS-gjyYt3jaEMuAvPbUB3tGZt4gkTtW?6mKXPgA84ypE?y 2-6-14 5-1-12 2-6-14 I 2-6-14 3x4= Scale=1:11.7 3 7.00 FIT „ 4 mirial 2 5 N c 1 I0 0 Z .......0:- 4% 2x4= ................................................. • .......-......... !! 2x I 5-1-12 I 5-1-12 Plate Offsets(X,Y)-- [3:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 rVa n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-S Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-1-12 except Qt=length)5=0-3-8,5=0-3-8. (ib)- Max Horz 1=39(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,2,4,5,5 Max Gray All reactions 250 lb or less at joint(s)1,2,4,5 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=3.0psf;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 lett and right exposed;end vertical left 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.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)Bearing at joint(s)5 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)1,2,4,5. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. i mi. V WARNING-Verily design parameters and READ NOTES ON THIS AND V4CLUDED MITEK REFERANCE PAGE MII-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 individual building comixxren0 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/TMI 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,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. alb, Apply plates to both sides of truss 1 3 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 0-1/1 d' wide truss spacing,individual lateral braces themselves 14WEBS 4 11 may require bracing,or alternative Tor I AIMmiff 0 bracing should be considered. 1 0 3. Never exceed the design loading shown and never I��� U U stack materials on inadequately braced trusses. a_ Provide ies of is truss sign to the C7-8 C6 i `5`' 4. designer,erection tsupervisor,r,pmperty owner building d For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1nb"from outside 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 occord 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 1 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 , 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 to 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.Do not cut or alter truss member or plate without prior IkM1111 (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of on engineer. reaction section indicates joint11111111116.11.7.1 III 1 number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 11111 II. 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 1: National Design Specification for Metal 19.Review all porters of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Mitek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. .,, Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 4 0 o W --.1 60-00-00 N 6-00-00 5-06-00 4 12-09-08 ` 7-02-15 , 16-05-08 , 10-00-00 • 11.3 l o 1 \ D09� ° ° ° ° °` -1--0'-08Ft' 1 it T T T 8 T 8 �_ 2-015-� A b°11 o ' «�i 2-09-00 Fol JII 7 S. ''D04 by e«¢*I -00 N. F01 M 17 0 CO co co m Q7 JI N N4 N N Ng Ng MU •DO3 4„; N E $. 3 3 a 3— b0 •v«Kf 1 41 S ' Yo $ - o ' o ' o ' ii -00 F01 D ° g. fil m O o 0 0 0 0 0 «fer •D03 ZA_ 3 F01 m m o A^ N N ° b0 I -00 «Ker 'D03 • '• m _3 = Z D Y g P P� g DO P«Kfrl -00 F01 a Q X88$ S S 1 I VIII I «Xf. ••D03 9g° • A .� b0 «arI 'rm X 2-00-00 FOt Y 3 ' 83'1'5/8 ' ' «Kfr 'Do3 8 lir 5 to wwwwgF02 co (A A A- - "[)0 r«•T m M3� A �'>7:1 2-00-00 !� A lF x x x xsa. u�a llli A m;m \ OMIT �D03 c o o 0, CI Dol' Part f m_A p-1 2-00 00 F02 I. a O r— N 0 N o a w c«xfr 4r o AZ m•rjj Ilp uaz F03 ONCE 1- •D03r' . n {� o m m m m c Do m Q 2-00-00 «Fei Z e li. =� 3 op . m� • •D03 CD 1� n 5 o Y SO . :: N o � pF03�oiv• N 0, 0 0 0 ,� , i - -r r r r P 1 d II �I v r 1 Oto ',I nuaz F04_ 2-00-00 8FT ` V.7 rii N N W N • e«R1 i.,r1Ua2 I F04 11 1, 2-00-00 o ��. p«az 2-00-00 F04�,. 1 ,.a a 1 N N W N Z g LI 2 a f_ W ^ g b0 voca 1 F04 v o 4 a: - N ) N N N yN pN N oN N 2-00-00 p N N POCK �, •$ ,O/ , S , , Q , X , Ci , $ , S / b \ • O N- o m o Oro 0 0 0 0 0 0 o TMaz 2-00-00 F04 CC. A A Z b01" . «az 2-00-00 F04 D p r«u Z 0 -0 b0� m p,waz _\ F04 m X I- b06' e«* N & S 8 8 8 E 8 o ; ; ; Hp - 2 0-00 D �T�r1 m 0 17 , , _,- - - —� --7r—L it was 1-04-08 Foy o 0, w r- D07 ^� F15 \ _ m m o 73 < (1) 9-00-00 2410-00 16-02-00 10-00-00 m 60-00-001 This is a truss placement diagram only. DO NOT CUT OR MODIFY TRUSSES CONTACT BMC WITH QUESTIONS These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer/builder. See individual design sheets for each truss design identified on the placement drawing.The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure.The design of the truss support structure including headers,beams,walls,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of Wood Trusses"available on the reverse side of this layout a 4 �oy Ngo + 36-06-00 , o N op m o o L --- 2-0'-OS F P803A0% ♦ I 2-00-00 `' _ I -..- 2-00-00 P803 A0ei a 2-00-00 A PB03 AO m '0 v W 4,6 2-00-00 # x m . - D 0 m n •, coo ~ PB03 A N m 'n 3 2-00-00 0 p to 6� 2-00-00 PB03 A0 o J Z FPB03 AO 73 M - Alik: i Lk 2.00 00 r • F P803 • AO A H —. 2-00-00 CADo Ci) A PB03 • AO "u� 2-00-00 E v o -Xi c f i "use .0 00 PB03 A04� b CZfi Q -Fri z ' " o b '"use ~ PB03 A03r ' a 30 °' 3 2..Qoz 01--- c 0 0 I c ai 2-00-00 10-00-00 o a m 3 0 z N i " o A 2�� PBo3 A01 v m ."u� .- P603 AOtE 8 2-00-00 co i T. os ol o CO a ` o o ss 200 00 > PB03 m. Al) "use t_7 D CO 2-00-00 PB03 N AO do n 8- c O HUSK P ~ 803 �A0�1 0 N H m 2-00-00 m D -0 v 1 H No '"UM ~ PB03 w. •A0�2 S D r 1 N �`_ 200 A z 0 Zp O v ' • 0 'Huss PB03' .A01� FA m gXI 5 8 -00-00 Wm › � •` '"usn 1008 _____. PB03 '� 'A0/ wen ~ PB03 .A01 T rTIN N a 2-00-00 �ALL00N FRAME GSBLE END WALy < x m m N �Ita 4-00-00 , 37-00-00 0 CUT 43-00-00 i' 0 This is a truss placement diagram only. DO NOT CUT OR MODIFY TRUSSES CONTACT BMC WITH QUESTIONS These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer/builder. See individual design sheds for each truss design identified on the placement drawing.The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure.The design of the truss support structure including headers,beams,walls,and columns is the responsibility of the building designer.For general guidance regarding bracing,consult"Bracing of Wood Trusses"available on the reverse side of this layout 111/111 Job: 17-068038 Member Type: Beam Level: 1st Floor ""MiTek SAPPHIRETM Structure Version 8.0.0.286.Updatel2 O F F I C E copy Label: BM 1-i 119Page: 1 of 4 MiTek by Single Member Design Engine Date:08/10/2017 15:41:03 ITPik Member: 2 -1 3/4"x 16"2.0E Microllam®LVL Status: Design Passed 1/ 1 1 1 A, )` 1J. 11 JD 1 2 f 5.08 19-05-00 4'108 20-04-00 Graphical Illustration-Not To Scale Member Cut Length-20'-4" MemberPitch-0/12 Design Results, Building Code-IRC2015 Design Methodology-ASD Unbraced Length(Top/Bottom)-1'-10 1/2"/1'-10 1/2" Design Control. Result LSE Load Combination Critical Moment(Pos) 14984.63 Ib ft a 14'-5 11/16" 38907.79 lb ft Passed-39% 1.25 D+Lr Critical Shear 3152.10 lb a 18'-6 1/2" 13300.00 lb Passed-24% 1.25 0+Lr Live Load Deflection 0'-3/16"@ 10'-8 3/16" 0'-3/4"(L/480) Passed-U999 - Lr Total Load Deflection 0'-7/16"@ 10'-811/16" 0'-1"(L240) Passed-L/557 - D+Lr Max.Reaction 2125.72 lb a 0'-4 1/2" 15421.89 lb Passed-14% 1.25 D+Lr Max.Reaction -185.29 lb 41 0.-4 1/2" 15421.89 lb Passed-1% 1.60 0.6D+O.6W Max.Reaction 3511.96 lb©19'-11 1/2" 15421.89 lb Passed-23% 1.25 D+Lr Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies according to code specification Loading: Maximum Load Magnitudes Type Start East Source Dead Floor Live Roof Live Snow Self Weight 0' 20'-4" Self Weight 15.00 lb/ft - - - Uniform 14'-412" 20'-4" W40(i31) 118.00 lb/ft - - - Uniform 14'-41/2" 19'-10 9/16" FC1 Floor Material 11.00 lb/ft 44.00 lb/ft - - Uniform 14'-71/4" 15'-41/4" W40(i31) 168,00Ib/ft - 320.00 Mt - Unifonn 16-1/4" 17'-41/4" W40(i31) 6.00 lb/ft - - - Uniform 18'-1/4" 19'-41/4" W40(i31) 37.00 lb/ft - 18.00Ib/ft - Uniform 19'-10 9/16" 20'-4" FC1 Floor Material 7.00 Ib/ft 28.00 lb/ft - - Uniform 20-1/4" 20'-4" W40(i31) 26.00 lb/ft - - - Pdnt 2-3/4" 2-3/4" D08(c09) 164.00 lb - 285.00 lb - Point 4'-3/4" 4'-3/4" D08(c08) 110.00 lb - 130.00 lb - Point 6'-3/4" 6-3/4" D08(c07) 110.00 lb - 130.00 lb - Point 8-3/4" 8-3/4" D08(c06) 110.00 lb - 130.00 lb - Pdnt 10-3/4" 10-3/4" D08(c05) 110.00 lb - 130.00 lb - Point 12-3/4" 12-3/4" D08(c04) 110.00 lb - 130.00 lb - Point 14'-3/4" 14'-3/4" D08(c03) 110.00 lb - 130.00 lb - Point 14'-61/4" 14'-61/4" BM3(i117) 798.00 lb 27.00/-50.00 lb 942.001-38.00 lb - Point 14'-7 1/4" 14'-7 1/4" W41(i36) 34.00 lb - - - Point 16-3/4" 16'-3/4" D08(c02) 109.00 lb - 128.00 lb - Point 16'-81/4" 16'-81/4" W40(131) - - -88.00 lb - Point 18-3/4" 18'-3/4" D08(c01) 87.00 lb - 63.00 lb - Point 19'-4 3/4" 19'-4 3/4" D02(c01) 50.00 lb - - - Support Information: Maximum Analysis Reactions Support Start Lad Source Dead Floor Live Roof Live Snow 1 0' 0'-51/2' W46(153) 1083.00 lb 43.00/-14.00 lb 1057.00/-26.00 lb - 2 19'-10 12" 20'-4" - 2093.00 lb 241.00/-35.00 lb 1405.00/-101.00 lb - ++> 20'-2 1/8' 20'-2 1/8" W13(113) 1427.00 lb 164.00/-24.00 lb 958.00/-69.00 lb - ++> 20'-31/8' 20'-3 1/8" W14(i16) 666.00 lb 77.00/-11.00 lb 447.00/-32.00 lb - Errors.Warnings& Notes: *The dead loads used in the design of this member were applied to the structure as projected dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the uw.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional. -anal MIJob: 17-068038 Label: BM3-1117 Member Type: Beam I Level: 1st Floor MiTek SAPPHIRETM Structure Version 8.0.0.286.Update12 Page:2 of 4 MM■ Designed by Single Member Design Engine Date: 08/10/2017 15:41:03 iTek' Member: 2 -1 3/4"x 16"2.0E Microllam®LVL Status: Design Passed I ., \A, 1 1` /1 t N 11 It 1 2 1-08-0 1-08-08' Graphical Illustration-Not To Scale Member Cut Length-i•-8 1/2" MemberPitch-0/12 Design Results: Building Code-IRC2015 Design Methodology-ASD Unbraced Length(Top/Bottom)-0'/1'-8 12" Design Control Result j,Q,E Load Combination Critical Moment(Poe) 1674.15 lb ft @ 1' 38907.79 lb ft Passed-4% 1.25 D+Lr Live Load Deflection 0'@ U-10 3/4" 0'-3/4"(11480) Passed-1/999 - Lr Total Load Deflection 0'@ 0'-10 3/4" 0-1"(L240) Passed-L/999 - D+Lr Max.Reaction 1740.43 lb @ 0' 3937.50 lb Passed-44% 1.25 D+Lr Max.Reaction -260.48 lb @ 0' 3937.50 lb Passed-7% 1.60 0.6D+0.6W Max.Reaction 2411.92 lb @ 1'-8 1/2" 3937.50 lb Passed-61% 1.25 D+Lr Max.Reaction -396.31 lb @ 1'-8 1/2" 3937.50 lb Passed-10% 1.60 0.6D+0.6W Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies according to code specification Loading: Maximum Load Magnitudes Tvoe 5110 al Source Dead Floor Live Roof Live Snow Self Weight 0' 1'-8 1/2" Self Weight 15.00 Ib/ft - - - Uniform 0' 1,-81/2" W41(i36) 118.00Ib/ft - - - Point 1' 1' W41(i36) 1650.00 lb 66.00/-120.00 lb 2274.00/-91.00 lb - Suaoort Information: Maximum Anal sis Reactions Support Xrt End Source Dead Floor Live Roof Live Snow 1 0' 0' BM1(i119) 798.00 lb 27.00/-50.00 lb 942.00/-38.00lb - 2 1'-81/2' 1'-81/2" BM4(i120) 1081.00 lb 39.00/-70.00 lb 1332.00/-53.00 lb - Connector Information: Nailing Requirements Support Manufacturer Model Top Face Member Min Seat Length Other Information 1 Simpson HGUS410 - - - N/A User Defined Hanger-Not Designed 2 Simpson HGUS410 - - - N/A User Defined Hanger-Not Designed Errors.Warnings&Notes *The dead loads used in the design of this member were applied to the structure as projected dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report Is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional. • -- MIJob: 17-068038 Label: BM4-i120 Member Type: Beam I Level: 1st Floor MiTek SAPPHIRETM Structure Version 8.0.0.286.Updatel2 Page:3 of 4 Ma Designed by Single Member Design Engine Date: 08/10/2017 15:41:03 ITe�. Member: 3 -1 3/4"x 16"2.0E Microllam®LVL Status: Design Passed t Y Y Y Y Y 5' \./ \/ v \/ \./ \,/ 1 J. 1 1 1 1 J, .. J 1 I .LZ J,V J, -L J, J, -.L J, J, .L J J, J, .L I 12L, /5-08 19-05-01 ti-O8 4/ 20-02-01 Graphical Illustration-Not To Scale Member Cut Length-20'-2 1/16" MemberPitch-0/12 Design Results: Building Code-IRC2015 Design Methodology-ASD Unbraced Length(Top/Bottom)-0713-11" Design Control Result La Load Combination Critical Moment(Pos) 43831.44 lb ft a 10-2 7/8" 58361.68 lb ft Passed-75% 1.25 D+Lr Critical Shear 9080.77 lb©1'-9 1/2" 19950.00 lb Passed-46% 1.25 0+Lr Live Load Deflection 0'-7/16"@ 10'-1 1/16" 0'-3/4"(U480) Passed-U537 - 0.75(L+Lr+0.6Wft Total Load Deflection 0'-7/8"ii 10'-1 7/16" 0'-1"(L/240) Passed-U264 - D+0.75(L+Lr+0.6W) Max.Reaction 9719.56 lb l lb @ 0'-41/2" 23132.82 lb Passed-42% 1.60 D+0.75(L+Lr+0.6W) Max.Reaction -2736.57 lb a(7_4 1/2" 23132.82 lb Passed-12% 1.60 0.6D+0.6W Max.Reaction 6735.04 lb @ 19'-11 9/16" 15262.20 Ib Passed-44% 1.25 D+Lr Max.Reaction -839.30 lb(Q2 19-11 9/16" 15262.20 lb Passed-5% 1.60 0.6D+0.6W Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies according to code speafication Loading: Maximum Load Magnitudes Tyne Start End Source Dead Floor Live Roof Live Snow. Self Weight 0' 20'-2 1/16" Self Weight 23.00 lb/ft - - - Uniform -0' 14'-10" W42(i33) 91.00 lb/ft - - - Uniform 0' 14'-41/2" FC1 Floor Material 11.00 lb/ft 43.00 lb/ft - - Uniform 13'-43/4" 14'-71/4" W42(i33) 537.00 lb/ft - 612.00 lb/ft - Uniform 14'-4 1/2" 19'-10 9/16" FC1 Floor Material 21.00 lb/ft 83.00 lb/ft - - Uniform 19'-10 9/16" 20'-2 1/16" FC1 Floor Material 7.00 lb/ft 27.00 lb/ft - - Tapered 3'-3/4" 13-3/4" W42(i33) 334.00 To 337.00 Ib/ft - 397.00 To 406.00 lb/ft - Point 0'-1 3/4" 0'-1 3/4" W31(i39) 144.00 lb - - - Point 7-3/4" 7-3/4" W42(i33) 990.00 lb - 1759.00/-42.00 lb - Point 4'-3/4" 4'-3/4" W42(i33) - - -19.00 lb - Point 6'-3/4" 6'-3/4" W42(i33) - - -19.00 lb - Point 8'-3/4" 8'-3/4" W42(i33) - - -19.00 lb - Point 10-3/4" 10'-3/4" W42(i33) - - -19.00lb - Point 17-3/4" 12'-3/4" W42(i33) - - -19.00 lb - Point 14'-3/4" 14'-3/4" W42(i33) - - -19.00 lb - Point 14'-6 1/4" 14'-6 1/4" BM3(i117) 1081.00 lb 39.00/-70.00 b 1332.00/-53.00 lb - Point 14'-7 1/4" 14'-7 1/4" W41(i36) 34.00 lb - - - Su000rt Information: Maximum Analysis Reactions Support Xrt End. Source Dead Floor Live Roof Live Snow 1 0' 0'-51/2" W45(i52) 4824.00 lb 479.00/-20.00 lb 4649.00/-117.00 lb - 2 19'-10 9/16" 20'-2 1/16" W24(i21) 3515.00 lb 642.00/-50.00 lb 3195.00/-92.00 lb - Errors.Warnings&Notes *CAUTION:The maximum net analysis reaction exceeds the user-defined maximum uplift value at one or more supports. *The dead loads used in the design of this member were applied to the structure as projected dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional. --:� Job: 17-068038 Label- BM5-i118 Mill Member Type: Beam Level: 1st Floor MiTek SAPPHIRE?""Structure Version 8.0.0.286.Updatel2 Page:4 of 4 MiTek Designed by Single Member Design Engine Date: 08/10/2017 15:41:03 Member: 2 -1 3/4"x 20"2.0E Microllam®LVL Status: Design Passed Y Y Y Y Y Y Y Y Y .L 7 J, C7 J, 47 J, v 1 VI / d! 112,/ /5.00 22-01-00 5-08 t22-11-08 4/ Graphical Illustration-Not To Scale Member Cut Length-22'-11 1/2" MemberPitch-0/12 Design Results; Building Code-IRC2015 Design Methodology-ASD Unbraced Length(Top/Bottom)-0'/1'-8 1/2" Design Control. Result La Load Combination Critical Moment(Pos) 29514.82 lb ft @ 10'-9 9/16" 47168.61 lb ft Passed-63% 1.00 D+L Critical Shear 5431.36 lb @ 2'-1" 13300.00 lb Passed-41% 1.00 D+L Live Load Deflection 12-7/16"@ 11'-33/8" 0-3/4"(U480) Passed-U580 - L Total Load Deflection 0'-9/16"@ 11'-2 15/16" 0'-1"(1/240) Passed-L/451 - D+L Max.Reaction 5827.81 lb @ 0'-4" 14112.56 Ib Passed-41% 1.00 D+L Max.Reaction 4883.07 lb @ 22'-7" 15423.40 lb Passed-32% 1.00 D+L Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies according to code specification Loading: Maximum Load Magnitudes Type Start End Source Dead Floor Live Roof Live Snow Self Weight 0' 22'-11 1/2" Self Weight 19.00 Ib/ft - - - Uniform 5'-8 1/16" 22'-11 1/2' FC1 Floor Material 7.00 lb/ft 29.001b/ft - - Point 1'-51/4" 1'-51/4" F03(c02) 251.00 lb 668.00 lb 4.00 lb - Point 3'-5 1/4" 3'-5 1/4" F03(c01 1 248.00 lb 668.00 Ib 2.00 lb - Point 5'-5 1/4" 5'-5 1/4" F04(c03) 149.00 lb 650.00 lb 2.00/-77.00 lb - Point 5'-65/8" 5'-65/8" FC1 Floor Material - 1.00 lb - - Point 5'-913/16" 5'-913/16" F13(c01) 404.00 lb 975.00 lb - - Point 7'-5 1/4" 7'-5 1/4" F04(c02) 113.00 lb 604.00 lb 3.00/-9600 lb - Point 9'-5 1/4" 9'-51/4" F04(c01) 113.00 lb 590.00 lb 2.00/-89.00 lb - Point 11'-51/4" 11'-51/4" F04(c01) 113.00 lb 590.00 lb 3.00/-89.00 lb - Point 13'-51/4" 13'-51/4" F04(c02) 111.00 lb 591.0010 3.00/-94.00 lb - Point 15'-5 1/4" 15'-5 1/4" F04(c03) 109.0010 591.00 lb 3.00/-99.00 Ib - Point 17'-5 1/4" 17-5 1/4" F04(c04) 108.00 lb 591.0010 3.00/-103.00 Ib - Point 19'-5 1/4" 19'-5 1/4" F04(c05) 86.00 lb 591.00 lb 3.00/-131.00 Ib - Point 21'-5 1/4" 21'-5 1/4" F04(c06) 76.00 lb 552.0010 4.00/-179.0010 - Point 22'-9 3/4" 22'-9 3/4" W44(i44) 102.00 Ib - - - Support Information: Maximum Analysis Reactions Support Start End Source Dead Floor Live Roof Live Snow 1 0' 0'-5" W28027) 1462.00 lb 4367.0010 15.00/-343.00 lb - 2 22'-6" 22'-11 1/2" W7(i6) 1089.00 lb 3792.0010 17.00/-814.0010 - Errors.Warnings & Notes: *The dead loads used in the design of this member were applied to the structure as projected dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. -Transfer reactions may differ from design results as allowed per building codes and standard load distribution practices. -This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be reviewed by a qualified design professional. ALLOWABLE HOLES 1.55E TimberStrand® LSL Headers and Beams General Notes 2 x diameter of the • Allowed hole zone suitable for headers and beams with largest hole(minimum) uniform and/or concentrated loads anywhere along the member. Vs depth Allowed hole zone • Round holes only. ;� • No holes in headers or beams in plank orientation. �•'L--0 ° 0 ° �, 1.55E TimberStrand® LSL ! -IT ° ° Header or Beam Depth Maximum Round Hole Size � 9%"-9W' 3" 11W-111/2" 375" PS"' -8 14"-16" 4'1/2" • See illustration for allowed hole zone. Other Trus Joist® Headers and Beams 1.3E TimberStrandr'LSL Microllam®LVL and General Notes hole zone Parallarn�PSL hole zone 2 x diameter of the t/1 depth • Allowed hole zone suitable for headers and beams with \ largest hole(minimum) uniform loads only. ■ Round holes only. c 3 • No holes in cantilevers. d l I ■ No holes in headers or beams in plank orientation. r Microllarr0 LVL and Other Trus Joist® Beams ParallamPSL Header or Beam Depth Maximum Round Hole Size allowed hole zone middle Vs span 41/2 r 51" 1%" d 1.3E TimberStrandm LSL allowed hole zone d 11/4"-21)" 2" • See illustration for allowed hole zone. Larger holes in Trus Joist°structural composite lumber may be possible;refer to Fortes'or Javelin 5 soft ®®�4 DO NCI cut,notch,or drill holes in headers or beams WANNIN fling sawing sanding or machining wood products generates wood dust.The paint and/or 11 f> except as indicated in the coatings an this product may contain tita tanium dioxide are substances known 4' illustrations and tables to the State of California to cause cancer.F BEARING LENGTH REQUIREMENTS 1.3E TimberStrand®LSL 1.55E TimberStrand®LSL 2.0E Microllam®UPI 2.0E Parallam®PSL Reaction Beam Orientation Plank Orientation Beam Orientation Beam Orientation Beam Orientation (lbs) Width Width Width Width Width 33/4" 51/2" 1W I 31/4" I 53/4" 13+" 3W' I 51%' 3Y" I 53/4" 1" 2,000 11/2" 1W' lYz" i 1W 1/" 1W 1 11/2" 11" 1/z" 11/2" 11/2 4,000 13`" 11/2" 23/4" 1/" 1/" 3/" 11/211/2" 2" 11/2' P/" --- - 1 1'8" 23i" 2" 11" 6,000 244' 135" 4" 2' lYz" 4W 244" 8,000 31/4" 2W 5W 23/4i 1W 614" 3W 21/4' 3i" 2W 2" 10,000 4/" 3" 63/4" 31/4" 21/4" 71/4" 4' 2%4" 4'4" 31/4" 23/4" 12,000 5' 3W 7W 4" 21/4" 4W 31/4" 51/2" 3W 2W 14,000 5'W 4W 4W 3' SW 3W 61/2" 4W 3W 16,000 6W 43" 53/4" 3W 6W 41.4" 71/2" 5" 3W 18,000 71/4" 5W 5W 4" 7" 431' SW 4W 20,000 5W 6W 4W 71/4" 51/2' 61" 41/4" 22,000 6W 7' 4Y4' 53/4" OW 5W 24,000 7" 71/4" 5W 6W 7W 5W' 26,000 1W 534" 61/4" 6' 28,0006' 7 1 I 634" 30,000 6'/i 73/47" I Values for Microllamt°LVL can also be used for 2.0E Parallam"PSL identified with plant number 0579. General Notes • Minimum bearing length:11/2'at ends,31 at intermediate supports. • Bearing lengths based on the following bearing stresses: • Bearing across full beam width is required. — 1.3E TimberStrand®LSL:710 psi:635 psi for plank orientation. — 1.55E TimberStrand LSL:900 psi. • Interpolation between reaction loads is permitted for determining bearing lengths. — 2.0E Microllam®LVL:750 psi. — 2.0E Parallam®PSL:625 psi. Trus Joist"Beam,Header and Column Specifiers Guide TJ-9000 I October 2016 26 MULTIPLE-MEMBER CONNECTIONS FOR SIDE-LOADED BEAMS *Uniform Load—Maximum Uniform Load Applied to Either Outside Member (PLF) Fastener Pattern Assembly A Assembly B Assembly C Assembly 0 Assembly E Assembly F T ,. 1 ., 2" 2' uil "" T T •L 2" _ 2' liii 2„ Fastener T----I I-- —I I-— ---I 1----1 --I IF--I IF I -----I 'a I-- 7 Number On-Center 11/4" 1314" 13/4" 31/" 1W 31/" 1W 31/4" 13" Fastener Type Location of Rows Spacing 3W wide,2-ply 51"wide,3-ply 51/4" 2-ply 7"wide,3-ply 7"wide,2-ply 7"wide,4-ply 111d(0.128"x 3"1 21" 12" 370 280 280 I 245 111 As shown _. _.. _-_-- _._ Nail 3 12" 555 415 I 415 1 370 1/2"A307 24" 505 I 380 ! 520 1 455 860 340 Through Boltl21131 — — 2 19.2" 635 475 655 I 580 1,0/5 425 16" 760 570 785 695 1,290 505 Screw Length ► 31" 3W' 3Y:" 3W' 6" 6' 24" 680 510 510 455 1.360 555 50511 As shown 2 19.2" 850 640 640 565 1.100 695 16" 1.020 765 765 680 1 2.040 835 24" 485 365 365 325 325151 USP WS131 As shown 2 19.2" 610 455 455 405 405151 16" 730 545 545 485 4851' Screw Length ► 3W 5" 33/8" 6W 6W' 634" 24" 580 1 450 435 415 620 415 ,l One side �_— TrussLOK-EWP'"'• only 2 19.2" 7Z5 565 545 515 775 515 16" 870 675 655 620 930 620 24" 800 450 f 600 400 800 400 One side — — — SOW2Zla1141 only 2 19.2" 1.000 565 750 500 1,000 500 16" 1.200 675 i 900 600 1,200 600 (1)Nailed connection values may be doubled for 6"on-center or tripled for 4"on-center nail spacing. Uniform Load Design Example (2)Washers required.Bolt holes to be 9/s"maximum. 300 PLF (3)24"on-center bolted or screwed connection values may bre First,check allowable load tables on pages 6-23 to verify \ 41.,PLF doubled for 12"on-center spacing. that three pieces can carry the total load of 715 plf with (4)When loading the head side of a SDW22 screw.assemblies proper live load deflection criteria.Maximum load applied to ` B.D,and F can be increased by 30%. either outside member is 415 plf.For an assembly of three �%�`` (5) For beams up to 14"deep.maximum. 1%"plies(Assembly B),two rows of 10d(0.128'x 3")nails %py (6)Assembly F is not recommended for TimberStrand'LSL or at 12'o.c.center is good for only 280 plf.Therefore,use three fig` ���, Parallamo PSL rows of 10d(0.128"x 3")nails at 12"o.c(good for 415 plf). ''4 Alternative:Two rows of 1/2'A307 bolts or 31/"USP WS \" screws at 19.2"on-center. MULTIPLE-MEMBER CONNECTIONS FOR TOP-LOADED BEAMS Fastener Installation Requirements When fasteners are required on both sides,stagger Piece Number Fastener fasteners on the second side so they fall halfway Width of Plies Type111 1 Min.Length #Rows I 0.C.Spacing J Location between fasteners on the first side. 10d nails 3' 3111 2 12d-16d nails 3Y" 2ii1 12"• I One side Screws 3 'or 3W2 24" lSd nails 3' 3111 12" Both sides 12d—16d nails 31/4 20 3 1'/" 3/n or 3Y: Both sides Screws 2 24" --- !t 1.1 Load must be applied evenly 5" One side Pe z across entire beam width. 10d nails''i 3' 3)i J 12, One side stl Otherwise,use connections 4 12d-16d nails•J1 31/4" 2141 (per ply) for side-loaded beams — " 5'or 6' _Bao th sides Screws 6 2 24" I One side 5"or 6" Both sides Multiple pieces can be nailed or bolted together 3Y:° 2 Screws — 6 2 24' 0 to forma header or beam of the required size — ,One side 7" Yz"bolts , 8" - 2 24" — (1) 10d nails are 0.128"diameter:12d-16d nails are 0.148"-0.162"diameter:screws are SOS.USP WS.TrussLOK-EWP'"or SOW. ('2)An additional row of nails is required with depths of 14'or greater. (3)When connecting 4-ply members.nail each ply to the other and offset nail rows by 2'from rows in the ply below. Trus Joist"Beam.Header and Column Specifier's Guide TJ-9000 ) October 2016 28