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23 CORAL ST - TRUSSES tutu imult 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 MiTek RE: 782729- MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: PILLAR CONSTRUCTION Project Name: 782729 Model: 3392 Lot/Block: N/A Subdivision: ATLANTIC BEACH Address: CORAL STREET City: DUVAL CTY. State: FLORIDA Name Address and License#of Structural Engineer of Record,If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria&Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 38 individual,dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T8918183 F01 6/24/016 18 T8918200 F18 6/24/016 2 T8918184 F02 624/016119 T8918201 F19 6/24/016 3 T8918185 F03 624/016 120 T8918202 F20 6/24/016 4 T8918186 F04 624/016121 T8918203 F21 6/24/016 5 T8918187 F05 624/016122 T8918204 F23 6/24/016 6 T8918188 F06 624/016123 T8918205 .F24 6/24/016 7 T8918189 F07 624/016124 T8918206 F25 6/24/016 8 T8918190 F08 624/016125 T8918207 F26 6/24/016 9 T8918191 F09 624/016 126 T8918208 F27 6/24/016 lc, ( , 10 T8918192 F10 6/24/016 127 T8918209 F28 6/24/016 '. \ " 11 T8918193 F11 624/016128 T8918210 F29 6/24/016 12 T8918194 F12 6/24/016 129 18918211 F30 6/24/016 r; 13 T8918195 F13 624/016 130 T8918212 P01 6/24/016 10\ ( Ili !'��' 14 T8918196 F14 624/016131 T8918213 T01 6/24/016 .�� 15 T8918197 F15 624/016132 T8918214 T02 6/24/016 �� alp 16 T8918198 F16 624/016133 T8918215 T03 6/24/016 j17 T8918199 F17 624/016134 T8918216 T04 624/016ii The truss drawing(s)referenced above have been prepared by MiTek �• - u 1 �'�� - Industries,Inc.under my direct supervision based on the parameters `' �� .......E '7• •'� provided by Builders FirstSource-Jacksonville. :• �� F •., Truss Design Engineer's Name: Velez,Joaquin - :�r -� e '`68182 • My license renewal date for the state of Florida is February 28,2017. _ *: `/� I • * * IMPORTANT NOTE:Truss Engineer's responsibility is solely for ;��•, ' STATE OF J design of individual trusses based upon design parameters shown •0�.,.,, P-.... ,' � on referenced truss drawings. Parameters have not been verified ''1 c<` .• • O R .°.• C.,\,.• as appropriate for any use. Any location identification specified is ��',i,s/ONA1-.•\-ONN� for file reference only and has not been used in preparing design. iiiu,,,,uu��` Suitability of truss designs for any particular building is the Joaquin Velez PE No.68182 responsibility of the building designer, not the Truss Engineer, MiTek p USA. Inc. FLCert 66346904East Blvd. 4FL33610 per ANSI/TPI-1, Chapter 2. Date: June 24,2016 Vele/. Joaquin 1 of 2 RE: 782729 - Site Information: Customer Info: PILLAR CONSTRUCTION Project Name: 782729 Model: 3392 Lot/Block: N/A Subdivision: ATLANTIC BEACH Address: CORAL STREET City: DUVAL CTY. State: FLORIDA No. Seam Truss Name Date 35_ T8918217 T05 6/24/016 136 1T8918218 1 T07 16/24/016 137 1T8918219 1 108 16/24/016 138 1T8918220 1 T09 16/24/016 1 2 of 2 Job Truss Truss Type city Ply 78918183 782729 F01 Floor Supported Gable 2 1 Job Reference(optionalll Builders FrstSource, Jadaa elle.9 32244 7.640 s Apr 19 2016 Miffek Industries.Inc. Fri Jun 24 10:27:17 2016 Page 1 IO:vsyU iI E_esLXOJM Ohv93Tmz3Puy-EHNJh90YayIj1ZyH9sXUgn)owf4o5CUUgCm 1ga1 z36au 0 118 418 Scale=1:24.5 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 a a a 1d e e • • ' /, 26 Y e e e e a • l 4 a o e - 24 23 22 21 20 19 18 17 16 15 14 13 3x3= 3x3= 3x3= 3x3= 14-4-8 I ~ 14-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress'nor YES WB 0.03 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:69 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0oc bracing:23-24,13-14. REACTIONS. All bearings 14-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)24,13,23,22,21,20,19,18,17,16,15,14 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. AWARNNG-Willy design parameters and READ NOTES ON THa AND INCLUDED IWTEK REFERENCE PAGE M1-7473 rev.80103/2015 BEFORE USE. 111111 Design valid for use only with rrtiTen&connectors.This design is based only upon parameters shoes,and is for an Individual bulling component,not a buss system.Before use,the building designer must verify the applicabilty of design parameters and properly incorporate this design into the overall building design. Bracing ndicated 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,eredion and bracing of trusses and truss systems,see ANSUTPI1 Quality Wren/LOSS-89 and BCSI Bulking Component 6904 Parke East Bald. Safety Infomration available from Truss Plate Institute,218N.Lee Street,Suite 312.Nexand ia,VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply • —' 18918184 782729 F02 Rocs 8 1 Job Reference(optiona0 Builders FirstScurce, Jadrsomille,Fl 32244 7.840 s Apr 19 2018 Meek Industries,Inc. Fd Jul 24 10:27:18 2018 Page 1 ID:vsyU ilE_esLXGJM Dhv93Tmz3Puy-TxhuVPALGtaeiXTIZ2JD?U2yU2yxtPgQ0n06Tz36at 0-1-8 H I 1.30 I I- 1-2-0 -I 0.0 Sae=1:24.9 3x4= 3x4 = 1.5x3 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 ) °e e o e 7 _ — _ 18 i \-/X-/ : 9 .•'. \ / \ 1 e e e e 15 14 13 12 11 10 k 3x4= 3x4— I 14-5-0 I 14-5-0 Plate Offsets(X.Y)-- 18:0-l8.Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (1ce) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.07 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.11 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:76 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=515/0-3-8,9=515(0-38 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=51210,1-17=-5114),9-18=-512/0,8-18=-511A,1-2=-508/0,2-3=119510,3.4=-1511(0,4-5=-1511/0, 5.6=-1511(0,6-7=-1195/0,7-8=-508/0 GOT CHORD 14-154)/953,13-14=0/1417,12-13=0/1511,11-12=0/1417,10-11=0/953 WEBS 8.10=0/655,1-15=0/655,7-10=619(0,2-15=-619/0.7-111/336,2-14=0/336,6.11=-310/0,3-14=-310/0, 6.12=-42/266,3-13=-42/266 NOTES- (5.6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbadcs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 O WARNING-VenYydasign paramaars and READ NOTES ON THIS AND NCLUDED*VTEK REFERENCE PAGE M/-7473 rev.104312015 BEFORE USE. Design valid for use only with MTek*connectors.This design is based only upon parameters shown.and is for an individual building component,not . a truss system.Before use,the bulling designer mud verity the applicability of design parameters and property incorporate this design into the overall in building design.Bracing ndicated is to present bucking of ndisdual truss web and/or Nord members ally.Additional temporary and permanent bracing MiTek is ahvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.deivery.erection and bracing of trusses and truss systems.see AN SIR%1 t]uetiry Criteria DSB-89 and SCSI BWidnp Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra.VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Oty Ply 78918185 782729 F03 Floor 8 1 Job Reference(optional) Builders FinalSo rce.Jaotoorrv0e.Fl 32244 7.640 s Nov 10 2015 MiTek Industries,Inc, Fd Jun 24 14:07:04 2018 Page 1 ID:vsyUilE_esLXO.MADhv93Tn1z3Puy-_gdfrY9q 1 RIYmCUjOw1 UCPctSrNORTZhYvx8wCz33Mr 11-0-__ i 1 1-3-0 1 I 1-4-0 I 0118 Scale=1:25.9 2x4 II 2x4 II 2x4 = 13 2 3 4 5 6 7 8 9 e • • a s\ 4/,-x z-N� / N/ N./hi19 f —do/ X / N\ /11 . e e e • 181, 16 15 14 13 12 11 A 1 1-3-8 1 15-9-0 i 1-3-8 0412 14-4-12 Plate Offsets(X,Y)— [2:0-1-8,Edoel.15:0.1-8.Edoel.(6:0.1-8.0-0.01.[9:0-1-8 Edoel.113:0.1-8.Edael.114:0-1-8.Edpel.117:0-1-8,Edgel.119.0-1-8.0-1-01 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.11 13 >999 240 BCLL 0.0 Rep Stress Inco NO WB 0.32 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:85 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17,15-16. REACTIONS. (lb/size) 10=492)0-3-8 (min.0-1-8),17=911/0-3-8 (min.0-1-8) Max Gray 10=512(LC 4),17=911(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-19=508x0,9-19=-508/0,1-24)/308,2-3=-418/150,3-4=-1128/0,4-5=-1488/0,5-6=-1488/0,6-7=-1488/0, 7.8=-1184/0,8-9=-504/0 BOT CHORD 16-17=-308/0,15.16=-11/867,1415=011371,13-14=0/1488,12-13=0/1402,11-12=0/946 WEBS 2-17=-607/0,1-17=-432/0,9-11=0/649,2-16=0/678,8-11=614/0.3-16=649/0,8-12=0/331,3-154)/390, 7-12=-303/0,4-15=-371/0,7-13=-1001261,4-14=-17/345 NOTES- (8-9) 1)Unbalanced floor live bads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fait),model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10.18=-7,1-9=-67 Concentrated Loads(Ib) Vert:1=-270(F) 1 Q WARNING-Ven ydesigr pramears and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE IN-7473 rev.10/03/2015 BEFORE USE. Design wild tar use onlywith IATeke connectors.This design is based only upon parameters shown.and is for an individual building component.not . a buss system.Before use,the bulking designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent butting of indhidu ai truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always inquired for etabifty and to prevent collapse with poesCte personal injury and property damage.For general guidance restarting the 1 fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSIRP11 Quaky Criteria DSB-89 and SCSI Buildup Component 6904 Parke East BMd. Safety Information available from Truss Plate Institute.218N.Lee Street.Suite 312,Nexandna.VA 22314. Tamp,FL 36610 Job Truss Truss Type Crit' Py T8918188 782729 F04 Roar 4 1 Job Reference(optional) Builders Fi stSource. Jadrsonv lte.Fl 32244 7.840 s Apr 19 2016 MiTek Industries,Inc. Fd Jul 24 10:27:19 2016 Page 1 ID:vsyU6E esLXOJMDIfv93Tmz3Puy-AN36rPo6Z?CIG96fGHZyIC1BvuJIgJ3zf4Wxfwz36as 0-1-8 H I 1-3.0 I 1 1.4-0 1 0'48a1 Se=1:27.4 3x4= 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 oe a 0 19 iB x / \- \ / N • 9 e e b e 16 15 14 13 12 11 10 3x4= 1.5x3 II 3x4 = I 15-10-0 I 15-10-0 Plate Offsets(X,Y)— (8:0.1.8.Edael LOADING(psf) SPACING- 1-4-0 CSI. ['EFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0 11 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.18 12-13 >999 240 BCLL 0.0 Rep Stress!nor YES WB 0.35 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:83 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=567/0-3-8,X56710-3.8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 17-16=-565/0,1-16=-564/0,9-19=-56410,8.19=-564/0,1-2=-569/0,2-3=1355/0,3-4=-1822/0,4-5=-1822/0, 5.6=-1756/0,6-7=-1365/0,7-8=-566/0 BOT CHORD 15-16 /1065,1415=0/1639,13-14=0/1822,12-13=0/1822,11-12=0/1653,10-11=0/1062 WEBS 8.10 /729,1-16=0/734,7-10=-690/0,2-16=-690/0,7-11=0/422,2-15=0/403,6-11=-401/0,3-15=-396/0,3-1440/376 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERENCE PAGE AW-7473 rev.10193/2018 BEFORE USE. Design void Tor use only will MiTeIRJ connectors.This design is based only upon parameters alien,and is for an ind Adual building component.not a truss systen.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members ally.Addilonsl temporary and permanent bracing MTek is always required for stabibty and to prevent collapse will possale personal injury and property damage. For general guidance regarding the fabrication.storage.delver/.erection and bracing of trusses and truss systems.see ANSI/rPI1 Quality Criteria.DSB-89 and SCSI Bulling Component 6904 Padre East ENd. Safety Information available from Truss Plate bnsbtule.218N.Lee Street,Suite 312,Alexandla,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 18918187 782729 F05 floor 14 1 Job Reference(optional) Builders FistSource, Jadceomille,Fl 32244 7.640 s Apr 19 2016 MRek Industries.Inc.Fri Jun 24 10:27:20 2016 Page 1 I DvsyUitE_esLXOJM Dhv93Tmz3Puy-es3RJAQRtt7HuOgsa_581QZM alepPm97ukGVBMz36ar 0-1-8 H I 1-3-01 1 1.48 1 Scale=1:27.0 3x4 = 1.5x3 = 1.5x3 II 3x6= 1 2 3 4 5 6 7 8 s— w w w w el r - 018 Nis... X4 :t 611X• N, / . . / N / „.,.. 16 15 14 13 12 11 10 9 3x4= 1.5x3 II 3x4 = I 15-10-8 I 15-10-8 LOADING(psf) SPACING- 1-4-0 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.12 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.18 12-13 >999 240 BCLL 0.0 Rep Stress!nor YES WB 0.36 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight:83 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS. (lb/size) 17=569/0.3-8,9=573/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-567/0,1-18=-566/0,8-9=-569/0,1-2=-571/0,2-3=-1360/0,3-4=-1831/0,4-5=-1831/0,5-6=-1764/0, 6-7=-1370/0,7-8=-566/0 BOT CHORD 15-16=0/1068,14-15=0/1646,13-14=0/1831,12-13=0/1831,11-12=0/1659,10-11=0/1066 WEBS 8-10=0/754,1-16=0/736,7-10=-695/0,2-16=-692/0,7-114)/423,2-15=0/405,6-11=-402/0,3-15=-398/0,3-14=0/381 NOTES- (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. O WARNING-VerMydesign pramaters and READ NOTES ON THIS AND INCLUDED BITER REFERENCE PAGE Me-7473 rev.10/0312015 BEFORE USE. Design veld for use only with tATek®connectors.This design is based oNy upon parameters shown,and is for an individual building component,not a truss system.Before use,the bonding designer must verify the appticabiliy of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bradng M iTek' is always required for stability and to prevent collapse with possble personal injury and property damage.Fa general guidance regarding the fabrication,storage,dernery,erection and bradng abysses and truss systens,see ANBUTPii Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safay Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type city Py T8918188• 782729 FOS Floor 1 1 Job Reference(optional) Builders FYNSource, Jadcsomele.Fl 32244 7.640 s Apr 19 2018 MRek Industries.In Fd Jun 24 10:27:20 2016 Page 1 I D:vsyU ilE_esLXOJM Dhv93Tmz3Puyes3RJAORtt7HuOgsq_5BIQZKgIeJPm97ukGVBMz36ar I—II 1-3-0 i H 1=30 —i Scale=1:29.0 3x6 = 3x4= 1.5x3 II 1.5x3 II 3x6 = 1 2 3 4 5 6 7 8 9 10 e e e ` q / 4 - \ 7 . e e 9 Ori 20 1le 18 17 16 15 14 13 12 11 4x4= 1.5x3 II 3x6= 3x4= 1 1-3-8 1-14-4 2-8-0 1 S2.0 f 13-2-8 I 15-8-8 i 17-2-8 t 1-3-8 -04-42 1-3-12 2-6-0 8-0-8 2-6-0 1-6-0 Plate Offsets(X.Y)— 12:0.1-8,Edge] _ LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lou) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.12 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.18 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 93 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 tic bracing, Except: 6-0-0 oc bracing:18-19. REACTIONS. (Ib/size) 11=552/Mechanical,19=961/0-5-8 Max Gray 11=570(LC 4),19=961(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-11=-566/0,1-2=0/308,2-3=-477/136,34=-12898),4-5=-1797/0,5-0=1797/0, 6.7=-1789/0,7-8=-1789/0,8-9=-1355i0,9-10=-565/0 BOT CHORD 18-19=30810,17-18=01978,16-17=0/1593,15-16=0/1797,14-15 /1797,13-141/1631, 12-13=0/1064 WEBS 2-19=-659/0,1-19=-432/0,10-12=0/752,2-18-9755,9-12=-694/0,3-18=-719/0, 9-13— /405,3-17=0/457,8-13=384/0,4-17=-453/0,4-16=0/443 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-20=7,1-10 -67 Concentrated Loads(lb) Vert:1=-270(F) O WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE I10-7473 rev.10/032015 BEFORE USE. III Design valid for use only with MATelce connectors.This design is based only upon parameters shown,and is for an ndndual bulling component.not a truss system.Before use.the bcildng designer mud verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual buss web and/or chord members only.Additional temporary and permanent bracing MiTe k' is ahvays required for stabiity and to prevent collapse with possible personal injury and property damage.For general guidance retaining the bbricallon,storage.denary.erection and bracing of busses and Wes systems.see AN WTPI1 Quality Criteria.DSB-89 and BCSI Btildng Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Nexandria,VA 22314. Tampa,FL 38810 Job Truss Truss Type Qty Ply 18918189 782729 F07 Floa 12 1 Job Reference(optional) Buildars FYMSource, Jarkso 011e,A 32244 7.640 s Apr 19 2016 MITA Industries,Inc. Fri Jun 24 10:27:21 2018 Page 1 ID:vsyUilE esLXOJMDhv93Tmz3Puy-62cpVVWR3dBF8VAF2OicQgd6SOhxA8DDG70?2joz36aq 1-)_1-8 1 1-3-0 I I 1-t0-8 I Scale=1:29.7 3x6 = 3x4= 1.5x3 II 1.5x3 II 3x6= 1 2 3 4 5 6 7 8^ 9w 10 • nrigirrn . „, . \ „,,.. . . 20 1 18 17 16 15 14 13 12 11 404= 1.5x3 II 3x6= 4x4= 1 1-3-8 1-4T4 2-8-0 I 5-2-0 I 13-8-0 I 16-2-0 I 17-8-0 I 1-3-8 0121-3-12 2-6-0 8-6-0 2-6-0 1-6-0 Plate Offsets(X.Y)- 12:0-1.8.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.14 15 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.21 14-15 >910 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.04 11 n/a n/a BCDL 50 Code FBC2014/TPI2007 (Matrix) Weight:95 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0 oc bracing:18-19. REACTIONS. (lb/size) 11=570/Mechanical,19=978/0-5-8 Max Gray 11=587(LC 4),19=978(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-11=583/0,1-2=0/308,2-3=-495/132,3.4=-1339/0,4-5=-1901/0,5.6=-1901/0, 6.7=-1880/0,7-8=-1880/0,8-9=-1409/0,9-10=-584/0 801 CHORD 18-19=-308/0,17-18=0/1013,16-17=0/1662,15-16=0/1901,14-15=0/1901,13-14=0/1703, 12-13=0/1101 WEBS 2-1 --675/0,1-19=-433/0,10-12=0/778,2-18- 780,9-12=-718/0,3-18=741/0, 9-13 /429,3-17=0/477,8-13=-409/0,4-17=-479/0,4-16 ,6.14=-271/217 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbads to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-2 -7,1-1C -67 Concentrated Loads(Ib) Vert:1=-270(F) A WARNING-Verity design parameters and READ NOTES ON INS AND INCLUDED WEB REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. NMI' Design valid for use only with IATekT connectors.This design is based only upas parameters shown.and is for an individual buildog component.not a truss system.Before use,the bolding designer mud verify the applicability of design parameters and property 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 MiTe k. is ahvays requred for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the bbrk:ation.dotage.delivery,erection and bracing of trusses and truss systems,see ANSarrpll Quality Criteria,DSB-89 and BC SI Buildng Component 6904 Parke East Bind. Safety Information available from Truss Plate Institute,218 N.Lee Street.Shite 312.Nexand ia.VA 22314_ Tampa,FL 38810 Job Truss Truss Type Qty Ply 18918190 782729 F08 Floor Girder 1 1 Job Reference_toptlonal Builders FfetSource, Jadcsomllle,Fl 32244 7.840 s Apr 19 2018 MTek Industries,Inc. Fd Jul 24 10:27:22 2018 Page 1 ID:vsy UilE_esLX OJM D hv93Tmz3Puy-aEACksShOUN?7KgExP7fNr1)Y5 PkthpPL21 bFFz36a p I 1-3-0 i I 1-5-0 I I 1-3-8 I Scale=1:27.8 Special Special Special Special 6x8= 3x6 II Special 3x6 II 246 II 3x6 II Special 5x6 II 24 II 3x6 II 6x8= 1 2 21 22 3 4 5 23 6 7 8 9 "\ e e s e ,, 6 _e e e . 19 18 17 16 15 * 13 12 11 3x3 II 3x4= 34= 1.54 II 3x3= 34 = 1.5x3 II 34= 1.5x3 I I 3x3= 34 I I I 1-6-0 1 4-0-0 { 9.5-0I 10.6-12 I 14-10.0 1 16-4-0 i 1-6-0 2-6-0 5-5-0 1-3-12 4-1-4 1-6-0 Plate Offsets(X.V)— f4:0.30.Edoel.17:03-0.Edael.19:0.3-0.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.04 17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.05 17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:109 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:19-20,10-11. REACTIONS. (lb/size) 20=447/0-5-0,10=164/0-5.8,14=726/0-5-8 Max Uplift 20=-132(LC 18),14=-170(LC 18) Max Gray 20=450(LC 10),10=252(LC 18),14=726(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-445/134,1-2=-461/195,2-21=-961/491,21-22=-961/491,3-22=-961/491, 3-4=-1019/595,45=-1019/595,5-23=-309/100,6-23=-309/100,6-7=-381/81, 7-8=-381/81 BOT CHORD 18-19=-391/868,17-18=-595/1019,16-17=-595/1019,15-16=-404/715,12-13=-81/381, 11-12=-81/381 WEBS 6-14=-722/165,1-19=-253h600,6.15=-400/575,2-19=-552/266,5-15=-561/429, 5-16=-255/437,9-11=-36/265,6-13=0/339 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 20 and 170 lb uplift at joint 14. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)98 lb down and 96 lb up at 3-7-12, 55 lb down and 157 lb up at 4-1-12,55 lb down and 157 lb up at 5-5-12,55 lb down and 157 lb up at 6-9-12,and 55 lb down and 157 lb up at 8-1-12,and 55 lb down and 157 lb up at 9-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-7,1-9=-67 Continued on pafle 2 I A WARNING-1WKy design panmeIvs and READ NOTES ON TRS ADD INCLUDED a/►EK REFERENCE PAGE 8M-74731w.10030015 BEFORE USE. Design valid for use only with MTdcS connectors.This design is based only upon parameters shown.and is for an individual b W ding component.not . a truss system.Before use.the budding designer must verify Inc applicability of design parameters and properly incorporate this design inlo the overall building design. Bracing indicated is to prevent budding of indvidual buss web and/or chord members only.Additional temporary and permanent bracing MTe k' is always required for stability and to prevent collapse weh possible personal injury and property damage.For general guldasce regarding the fabrication.storage.desvery.eredion and bracing of trusses aid Inns systems.see ANSUTPII Quality Cdleda.088-89 and SCSI Building Component 8904 Parke East BNd. Safety Information available from Truss Plate Insblute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 38810 Job Truss Truss Type Qty Ply T8918190 782729 FO8 Floor Girds 1 1 Job Reference(optional) _ Builders FistSoure, JnMM adcso ,Fl 32244 - 7.640 s Apr 192016 MiTek Industries.Inc. FA Jan 2410:27:222016 Paget ID:vsyUilE esLXOJMDhv93Tmz3Puy-aEACksShOUN?7KgExP7f 4r1)Y5PkthpPtilbFFz36ap LOAD CASE(S) Standard Concentrated Loads(Ib) Vert 5=-19(F)3=-19(F)4=-19(F)21=-63(F)22=-19(F)23=-19(F) ' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 11Y•7173 rev.10N3/I015 BEFORE USE. Design valid/Or use only with MiTelad,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 applicabilty of design parameters and properly incorporate this design into the overall building design. Bracing ndicated Is to prevent bucking of individual truss web and/or chord members only Addticnal temporary and permanent bracing MiTek' is always required for stabilty and to prevent collapse wth possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,0SB439 and SCSI Boiling Component 6904 Parke East Blvd. Safety Intormston available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 78918191 782729 F09 'Floor I I t Job Reference(optional_ Builders Firstsource, JadlsorMlle,Fl 32244 7.640 s Apr 19 2018 MiTek Industries,Inc. Fri An 24 10:27:22 2018 Page 1 ID:vsyUilE_estXOJMDhv93Tmz3Puy-ar ACksShOUN?7KgExP7fN/fjS5PvtizPL21bFFz36ap 0-1-8 Fi 1.-_13-0----i 1-30 i F---1-5-8—H Scale=1:27.8 1.5x3= 1.5x3 II 3x6= 1.5x3 II 3x6 = 1 2 3 4 5 8 7 8 9 • n • e n rml N Y 4 — ./— . 19 18 17 16 15 1 la_ . _��JR wrift. . oft. 1.5x3 II 1.5x3 II 1.5x3 II I — -- 10-6-12 --- -- I 16-4-0 - -- I 104.12 5-9-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Weft lid PLATES GRIP TCLL 40.0 Plate GnpDOL 1.00 TC 028 Vert(LL) -0.0417-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0 42 Vert(TL) -0.06 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 21 Horz(TL) 0 01 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 87 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. except BOT CHORD 2x4 SP No.2(tlat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 5-10-0 except Qt=length)20=0-3-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)13 Max Gray All reactions 250 lb or less at joint(s)10,11,13,12 except 20=354(LC 1),14=566(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD 20-21=-349/0,1-21=-349/0,1-2=-326/0,2-3=-674/0,3-4=-68710,4-5=-687/0 BOT CHORD 18-19=0/611,17-18=0/687,16-17=0/687,15-16=0/472 WEBS 6-14=-540/0,1-19=0/419,6-15 /444,2-19=-395/0,5-15=-45210,5-16=0/311 NOTES- (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION.Do not erect truss backwards 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. t 1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03!2015 BEFORE USE. Design valid for use only with hiTeir connectors This design is based only upon parameters shorn,and is fa an indmdual braiding 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 desgn. Bracing indicated Is to prevent bucking of mdmdual buss web and/or chord members only Additional temporary and permanent bracing MiTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and braong of trusses and truss systems.see ANSUTPI7 Quality Criteria.OSB-89 and BCSI Bullring Component 6904 Parke East Blvd. Safety Information evadable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply 78918192 782729 F10 Roor 6 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fri Jun 24 10:27:23 2016 Paps 1 ID:vsyUiIE esLXOJMDlIv93Tmz3Puy-3RkaxCTJ9oVslUPQV7etm2BrNVfhc7iZait190hz36a0 0-1-8 H 1.30 i 1 1-10-0 I Scale=1:27.8 3x4 = 1.5x3= 1.5x3 II 3x8= 1 2 3 4 5 6 7 8 e :t A\ \.747_ Y,e e 16 15 14 13 12 11 10 454= 1.5x3 II 454= I _ 16-4-0 I 16-4-0 LOADING(psf) SPACING- 1-4-0 CSL DEFL in (roc) Ude(I Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.14 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.21 12-13 >917 240 BCLL 0.0 Rep Stress Incr YES UVB 0.37 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:85 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=586/0-3-8,9=59010-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=584/0,1-18=-583i0,8-9=-586/0,1-2=-590/0,2-3=-1412/0,3.4=-1934/0,4-5=-1934/0,5-6=-1853/0, 6.7=-1424/0,7-8=-58510 BOT CHORD 15-164)/1105,14-15— /1716,13.14=0/1934,12-13=0/1934,11-12=0/1731,10-11=0/1103 WEBS 8.104)/779,1-16=0/761,7-10=719/0,2-16=-715/0,7-114)/447,2-15=0/427,6-11=-427/0,3-15=424/0,3-14=0/436, 5-12=-274/63 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. A WANING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AM•7473 rev.10A7/7015 BEFORE USE. la' Design valid for use only wth kiTeke connectors.The 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 property incorporate the design Into the overall building design. Bracing indicated is to prevent budding of individual truss web an filar chord members only.Additional temporary and permanent bracing MiTek is always required for stabisty and to prevent collapse wth possible personal injury and property damage.For general guidance regardng the fabrication,storage,delivery.erection and bracing of trusses and buss systems.see AN SUTPII Quality Criteria,DSB-89 and SCSI Bulking Corrywnent 8904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty Ply —- 78918193 782729 Fl1 Rocr 1 1 _ Job Reference(optional) Builders FirstSource, Jacksonville,R 32244 7.840 s Apr 19 2018 MTek Industries.Inc.Fri Jun 24 10:27:23 2018 Page 1 ID.vsyUilE esLXOJMDhv93Tmz3Puy-3RkaxCTJ9oVs1UPQV7euw2BxOVrXcC6ZaiU9ohz36ao I 1-0-8 1 1 1.2.8 I I 1-3-0 3x 1 3x6= 2 1.5x3 II 3 1.5x3 II 4 Soak=1:9.5 111 III El 111Il O ill MI MI MO ME MIII MI 3x3 II 8 7 6 5 Truss is not designed to support concentrated loads at its cantilevered end(s). 3x3 — 3x3= 3x3 II .. 1-3-8 1-4-4 4-3-0 { 1-3-8 0-0-i2 2-10-12 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip COL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber COL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress'nor YES WS 0.03 Horz(TL) -0.00 5 n/a n/a BCDL 50 Code FBC2014/TPI2C07 (Matrix) Weight:27 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 5=132-11-8,7=1372-11-8,6=1432-11-8 Max Uplift 5=-19(LC 3) Max Gray 5=36(LC 4),7=137(LC 1),6=143(LC 1) FORCES. (ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)5. 3)na 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SP IB NM NM 4 t A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH•7473 rev.10/03!!015 BEFORE USE. Design valid for use only with LbTek connectors.This design is based only upon parameters shownand is for an indinduai building component.not a truss system.Before use.the budding designer must verify the applicability of design parameters and property incorporate this design Into the Overall building design. Bracing indicated is to prevent buckling of indiadual truss web and/ce chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal intury and property damage. For general guidance recaring the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and SCSI Bulling Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Ory Ply T8918194 782729 F12 Roo 5 1 Job Reference(optional) Builders FirstSource. Jacksonville.A 32244 7.640 s Apr 19 2016 MiTek Industries.Inc. Fri Jun 24 10:27:24 2016 Page 1 ID:vsyUlIE esLXOJMDhv93Tmz3Puy-Xdly9YTxw6djMd d3g97SGk_Hv4aLdbipMEIK7z36an 1-0.8 I 1-2.8 I I 1-3-0 3x6= 1 3x6= 2 1.5x3 II 3 1.5x3 II 4 Scale=1:9.5 1 r 1 M11 i la II �% /i r W. • 3x3 II 3x3= 8 76 5 3x3 = 3x3 II 1-3-8 4-3-0 { 1_3-8 0111-142 2-10.12 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.03 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.04 5-6 >778 240 BCLL 0.0 Rep Stress Incr NO WB 0 07 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP121007 (Matrix) Weight.271b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc puffins, except BOT CHORD 2x4 SP No 2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=-38/Mechanical,7=602/0-5-8 Max Uplifts=-112(LC 3) Max Gray 5=63(LC 4),7=602(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown WEBS 1-7=-317/0.4-6=-295/0 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=112. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced) Lumber Increase=1 00.Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-7,1-4=-67 Concentrated Loads(Ib) Vert:1=-270(F) 1111/1.11. 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MR-7473 rev.10N37015 BEFORE USE. Design valid ler use only with MiTeks;,connectors.This design is based only upon parameters shown.and is for an ndradual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this desgn iNo 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 I fabrication,storage.delivery.erection and braang of trusses and truss systems.see AN SItTP11 Quality Criteria,DEB-89 and BC SI Building CixrpdwH --- 6904 Parke East Bled. LSafety Information a valable from Truss Plate krsaiu e.218 N.Lee Street.Suite 312,Alexandria,VA 27314. I Tampa-FL 36810 Job Truss Truss Type Oly Ply 78918195 782729 F13 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jadcsonsille,Fl 32244 7.640 s Apr 19 2018 MTek Industries.Inc. Fri Jul 24 10:27:24 2018 Page 1 ID:vsytJitE_esLXOJMDhv93Tmz3Puy-Xdly9YTxw6djMd_d3g97SGk23v81LdMipM EiK7z36an 6x8 = 1-0-8 2x6 11 1-2-8 {2x6 I I 1 3.0 6x8= 1 2 3 4 THA426 Scale=1:9.5 a • 3x3 II .a 3x3= 8 7 6 5 3x3 = 3x3 II 1-3-8 1474 _ 4-3-0 _ 1 1-3-8 0_i-12 - 2-10-12 Plate Offsets(X,Y)-- [2.0-3-0,Edge),[3.0-3-0.Edgej,L4:0-3-0,Edgel__ LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40 0 Plate Gnp DOL 1.00 TC 0 34 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0 21 Vert(TL) -0.02 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 I Code FBC2014/TPI2007 (Matrix) Weight 32 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP Na 3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 5=-2/Mechanical,7=640/0-5-8 Max Uplift5=-59(LC 3) Max Gray 5=99(LC 4),7=640(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown WEBS 2-7=-394/0,1-7=-276/0,4-6=-258i0 NOTES- (10-11) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent at 2-9-4 from the left end to connect truss(es)to back face of top chord. 7)Fill all nail holes where hanger is in contact with lumber 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 on top chord The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) 10)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced) Lumber Increase=1.00,Plate Increase=1 00 Uniform Loads(pf) Vert:5.8=-7,1-4=-67 Concentrated Loads(lb) Vert:1=-270(F)3=-75(B) 1 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 010.7473 rev.10,03/2015 BEFORE USE. Design valid be use only with MiTeksi connectors.This design is based only upon parameters shown,and is for an individual building component.not lot a truss system Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addironal 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.see ANSIrTP11 Quality Criteria,DSB-89 and SCSI Bulking Component I 8904 Parke East Bald. Safety Information available from Truss Plate Institute,218N.Lee Street.Suite 312.Alexanctia.VA 22314. Tampa.FL 36610 Job Truss Truss Type ay Ply 78918196 782729 F14 Floor Supported Gable 1 1 Job Reference(optional) Builders FirstScurce, Jacksonville,Fl 32244 7.840 sApr 19 2018 MiTek Industnes.Inc Fn Jun 24 10 27:24 2018 Page 1 ID:vsyUItE esLXOJMDhv93Tmz3Puy-Xdly9YTxw6djMd_d3g97SGk66vBdLeGipMEIK7z36an VA 1 1.5x3 II 2 1.5x3 II 3 1 5x3 :1 4 3x3 II Scale=1:9.6 --- 9 _— _ 1.513= 0 8 7 6 5 3x3 = 1.5x3 II 1.5x3 II 3x3 II 3-6.0 _—I 346-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) 1/deft L/d PLATES GRIP TCLL 40 0 Plate Gnp DOL 1.00 TC 0 08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10 0 Lumber COL 1 00 BC 0.02 Vert(TL) n/a - n/a 999 BOLL 00 Rep Stress lncr YES I WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 50 Code FBC2014/TPI2007 (Matrix) Weight:201b FT=11%F,11%E --- 1 LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 3-6-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max Comp/Max Ten -All forces 250(Ib)or less except when shown NOTES- (7-8) 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 5)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP:represents new lumber design values as per SPIB 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE MI-7473 rev.10/03/7015 BEFORE USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shoran.and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design info the overall Wilding 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 regrared for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.debvery.erection and bracing of trusses and truss systems.see ANSIlTPII Quality Criteria,DSB-89 and SCSI Building Cortlpawtt 8904 Parke East Bid. Safety Information wadable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 381310 Job Truss Truss Type Qty Ply 78918197 782729 F15 Root 1 1 Job Reference(Optic na I) Builders FxstSource, Jadrsonu9b,Fl 32244 7.640 sApr 19 2018 MiTek Industnes,Inc. Fri Jun 24 10:27:25 2016 Page 1 IO:vsyUilE estXOJMDhv93Tmz3Puy-?psKMuUZhPla_nZpdYgM?THHeJVm44ys1OzGsaz36am I 0-7-0 I I 0-11-0 I I 1-3-0 3x66 = 1 3x6 = 2 1.54 II 3 1.5x3 II 4 Scale=1:9.6 \ L ' r 7 --.A 3x3= 3x3= 8 le 7 8 5 3x3 II 3x3 II I 3-6-0 1 3-6-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40 0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 000 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:241b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 8=11910-5-0,5=119/Mechanical FORCES. (Ib)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03!2015 BEFORE USE. Design valid for use only wth MiTekI.connectors.This design is based only upon parameters shoom and is for an individual budding component not a truss system.Before use.the bulding designer must verify the applicability of design parameters and properly incorporate this deagn into the overall building design. Bracing indicated is to prevent budding of md,vidual truss web andlor 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. Fm general gudance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.see Quality QuaCriteria,OSB-89 and SCSI Building Component 13904 Parke East Blvd. �— Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 38810 __. _ ___ Job Truss Truss Type City Ply 78918198 782729 F16 floor Supported Gable 1 1 Job Reference(optional) Builders FistSource. Jadcsonvile,Fl 32244 7.640 sApr 19 2016 MTek Industries.Inc. Al Jun 24 10:27:252016 Page 1 ID:vsyUAE estXOJMDhv93Tmz3Puy-?psxMuUZhPla_nzpdYgM?THHeJWy45Ts1OzGsSYd6am 0.48 0148 Scale:3/8'=1' 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e e e e e e e e e a e e 1 a\ r /X 32 9 _ e p e e a a e - - 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3= 3x3= 3x3= 3x3= I 18-9-0 I 18-9-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udell lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress[nor YES WB 0.03 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:29-30,16-17. REACTIONS. All bearings 18-9-0. (lb)- Max Gray All reactions 250 lb or less at joints)30,16,29,28,27,26,25,24,23,22,21,20,19,18,17 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. A WARNA/O.Verify design parameters and READ NOTES ON THIS AND INCLUDED AATEK REFERENCE PAGE A11.7473 ray.1863/2015 BEFORE USE. Design valid for use only with M'rdrS connectors.This design is based only upon parameters sham,and is for an individual bulling component.not . a buss system.Before use,the bulling desipcer mud verify the applicability of design parameters and properly incorporate this design irto the overall building design.Bracing indicated Is to prevent bucking of indsidual truss web and/or chord members only.Add conal temporary and permanent bracing MiTek is always rewired for stablity and to prevent collapse with possible personal Injury and property damage.Fcr general guidance regar9ng the fabrication.storage.delivery,erection and bracing of trusses and truss systems.see ANSVT%1 Duality Criteria,DSB49 and BCSI Buildng Conpone t 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alesndria,VA 22314. I Tampa,FL 36610 Job Truss Truss Type Qty Ply • T8918199 782729 F17 Floor 3 1 Job Reference(optional) Builders FtetSource, JadteaMAe,Ft 32244 7.640 s Apr 19 2016 MTek Industries.Inc.Fd Jun 24 10:27:26 2018 Page 1 ID:vsyUAE esLXOJMOtiv93Tmz3Puy-T?OtaEVBSjtRcc8?AFBbXhpMiigjpSS?Ggjp00z36aI 13 I 1-6-0 I 0-14 Scale:3/8".1' 4x4 = 4x6= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 • Y a ` ./ 4 �e•�re�• a �/ x e� \ /.\..„ / 22 4 0 20 19 18 17 16 15 14 13 4 404 = 3x6= 1.5x3 II 3x6= 4x4 :----- I I 18.9.0 I 18-9-0 Plate Offsets(X.Y)— 11:Edne.0-1.81.(11:41-8,Edne] LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.21 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.32 15-16 >685 240 BCLL 0.0 Rep Stress Incr YES Wt3 0.44 Horz(TL) 0.06 12 n/a n/a BCCI 5.0 Code FBC2014/TPI2007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 21=678/0-5-0,12=674/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-674/0,12-22=-671/0,11-22=-67010,1-2=-687A),2-3=-1704/0,3-4=-2347/0,4-5=-2347A),5-6=-2569/0, 6-7=-2569/0,7-8=-2357/0,8-9=2357/0,9-10=-1701/0,10-11=-689A) GOT CHORD 19-20 /1299,18-19=0/2088,17-18=02569,16.17=0/2569,15-16=0/2525,14-15=0/2091,13-144)/1297 WEBS 11-134/889,1-20=0/915,10-13=-846/0,2-20=-851/0,1414=0/563,2-19=0/564,9.14=-542/0,3-19=-535/0, 9-15 /363,3-18=0/352,5.18=-478/20,7-16=-148/294 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 edge,on strop backs, spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 Q WARNING•way design param tens and READ NOTES ON NUS AND NCLUDED MIMICREFERENCE PAGE AN-7473:ay.1603/2015 BEFORE USE. r Deem valid for use only with MiTdc®connectors.This design is based only upon parameters shown,and Is for an individual building component.not a trues system.Bette use,the hiking designer mud verify the appliabiliy of design parameters and properly incorporate this design into the overall Nal building design. Bracing indicated is to prevent bucking of inNsldual truss web andior chord members only.Addlional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with pomade personal Injury and property damage.For general guidance regarding the 1 fabulation,storage.deivery.erection and bracing of trusses and truss systems,see AN SUTP11 Quality CrIted4 13S19.89 and SCSI Buildng Component 6904 Parke East Said. Safety Infornrdon available from Truss Plate Institute.216 N.Lee Street,Suite 312,Nexantla,VA 22314. Tampa,FL 36810 Job Truss Truss Type Qty Ply 18918200 782729 F18 Roar 2 1 Job Reference(optional) Builders FWISource, JarkadMke,Fl 32244 7.840 s Apr 19 2016 MTek Industries.Inc.Fri Jun 24 10:27:27 2018 Page 1 ID:vsyUllE_esLXOJMDhv93Tmz3Puy-xC 5naWgD1?ID5jCkyjg4uMT46?YuFBVKSMxSz36ak 0-1-8 H I 1-3.0 1 I 1.8'0 1 i1-t0.6_____i Scale=1:40.6 4x4= 4x6= 1.5x3= 1.5x3 I I 1.5x3 I I 1.5x3 II 3x4 = 3x6 FP= 1.5x3 II 1.5x3 II 3x6= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A Ek 29 28 27 26 25 24 23 22 21 20 19 18 17 18 454 = 3x6 FP= 1.5x3 II 3x6 = 3x4= 404= Do II 3x4= 3x6= Truss is not designed to support concentrated loads at its cantilevered end(s). I 18-8-12 181.8 23-8-0 — —H 18-8-12 0-0-12 4-10-8 Plate Offsets(X.Y)— f1:Edoe.O.1-81.118:0-1.8.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.21 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.33 24-25 >678 240 BCLL 0.0 Rep Stress!nor YES WB 0.46 Horz(TL) 0.06 19 n/a f1/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:125 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=632/0-3-8,19=1081/0-5-8 Max Gray 29=666(LC 3),19=1081(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 29-30=-663i0,1-30=-662/0,1-2=-67910,2-3=-1673/0,3-4=-2313/0,4-5=-2313/0, 5-6=-2493/0,6-7=-2493/0,7-8=-2227/0,8-9=-222710,9-10=-1542/90,10.11=-490/467, 11-12=-490/467 BOT CHORD 27-28=0/1278,26-274/2055,25-26=0/2055,24-25=0/2469,23-24=0/2493,22-23=0/2493, 21-22=0/1952,20-21=-256/1110,19-20=-72110,18-19=-72110 WEBS 12-19=-116110,1-28=0/876,12-20=0/975,2-28=-833/0,10-20=-91510,2-27=0/550, 10-21=0/646,3-27=-531/0,9-21=-615/0,3-25=0/351,9-22=0/417,7-22=-633/0, 5-24=259/275,15-17=-25010,12-18=0/707,13-18=-285/0 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbad<s,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 1 AWARNNG-14rspydesign parameters and READ NOTES ON THAs AND INCLUDED AITEK REFERENCE PAGE AM-7473 rev.10,03/2015 BEFORE USE. Design void for use only with Webb connectors.This design is based only upon parameters shorn,and is for an individual building component.not . a truss system.Before use,the building designer must verify the applicabilky of design parameters and properly incorporate this design irko the overall building design.Biasing indicated isle prevent budding of individual buss web and/or chord members ally.Additional temporary and permanent bracing MiTe k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.deiwsy,erection and bracing of busses and truss systems,see ANSIR%1 Quality Criteria DSB89 and BCSI Building Component 6904 Parke East Blvd. Story Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. 1__Tampa.FL 36810 Job Truss Truss Type Qty Ply 78918201 782729 F19 Floor 10 1 Job Reference(optional) Builders FistSource. Jaduonvilfa,Fl 32244 7.840 s Apr 19 2018 MTek Industries,Inc.Fri Jut 24 10:27:27 2018 Page 1 ID:vsyUilE esLXOJMOhv93Tmz3Puy-xC_5naWgD1?ID5JCky)g4uMY56OSYv16VKSMxSz36ak 0-1.8 H I 1'34) I 1 1-4-8 I Scale:3/8"=1' 4x4= 1.5x3= 1.5x3 II 1.5x3 II 1.5x3 II 4x6= 1 2 3 4 5 8 7 8 9 10 11 s Se P •x e 4 ',,,.. '..,. / • 20 19 18 17 18 15 14 13 T 4x4= 3x6= 1.5x3 II 356= 4x4 = I 18-7-8 I 18-7-8 Plate Offsets(X.Y)— (1:Edge.0.1-8) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.31 15-16 >703 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 21=670/0-3-8,12=674/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 21-22=-6660,1-22=-655A),11-12=-670/0,1-2=-683/0,2-3=-1689/0,3-4=-2324/0,4-5=-2324/0,5-6=-2535/0, 6-7=-25350,7-8=-23330,8.9=23330,9-10=-16870,10.11=-682/0 BOT CHORD 19-20=0/1287,18-19=0/2069,17-18=0/2535,16-17=02535,15-16=02496,14-15=02071,13-14=0/1288 WEBS 11-1343/908,1-20=0/881,10-13=-8420,2-20=-841/0,10.14=0/555,2-19=0/558,9-14=-5340,3-19=-530/0, 9-1543/356,3-18=0/346,5-18=-459/25,7-16=-149282 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. • I 1 A WARNING-Veifydesign pamasaara and READ NOTES ON THIS AND INCLUDED AFTER REFERENCE PAGE//-7473 rev.10,0312015 BEFORE USE. Design valid for use only with MiTek4i connectors.This design is based only upon parameters ehoen.and is for an individual btilding component.notla. a truss system.Before use.the balding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indMdual truss web and/or chord members only.Additional temperary 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 l fabrication,storage,delivery.erection and bracing of trusses and Cruse systems,see ANSUTPI1 Quality Criteria.DSB-89 and BCSI Bulking Component 6904 Puke East Blvd. Safety Information available from Tens Plate institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T8918202 782729 F20 Rom 6 1 Job Reference(optional) Builders FIrstSource, Jadceomille,Fl 32244 7.840 s Apr 19 2016 MiTek Indusbies.Inc.Fri Jun 24 10:27:28 2018 Page 1 ID:vsyUME esLXOJMDhv93Tmz3Puy-PDXT vWS K79rFIOlgE3d6ugHWNBHMOlk CwTuz36aj 1-8-0 Scale=1:33.7 3x8= 4x4 = 3x4 = 1.5x3 II 1.5x3 II 4x6= 2 3 4 5 6 7 8 9 10 11 ,/ " \47' 9 22 20 19 18 17 16 15 14 13 4x4= 3x4 = 1.5x3 II 3x6 = 404=- 1 1 1-3-8 11;4 2-8.0 I 5-2.0 7-8.0 I 15-11-8 18-5-8 19-11-8 1-3-8 04121-3.12 2-6-0 2-6-0 8-3-8 2$0 __ _ 1+0 Plate Offsets(X,V)— 12:0.1-8.Edge) LOADING(psi) SPACING- 1-4-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.31 15-16 >724 240 BOLL 0.0 Rep Stress!nor NO WB 0.43 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:1061b FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 100 oc bracing, Except: 6-0-0 oc bracing:20-21. REACTIONS. (Ib/size) 12=657/0-3-8,21=1059/0-5-8 Max Gray 12=672(LC 4),21=1059(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-668/0,1-2=0/307,2-3=582/112,3-4=-1612/0,4-5=-2250/0,5-6=-2512/0, 6-7=-2512/0,7-8=-2324/0,8-9=-2324/0,9-10=-168110,10.11=-680/0 BOT CHORD 20-21=-30710,19-20=0/1188,18-19=0/2013,17-18=0/2512,16-17=0/2512,15.16=0/2483, 14-15=0/2064,13-14=0/1284 WEBS 2-21=-752/0,1-21=-430/0,11-13=0/906,2-20 /889,10-13=-839/0,3-20=-862/0, 10-14=0/552,3-19=0/612,9-14=-5321,419=579,0,9-15=0/353,4-18=0/402, 5-18=-51810,7-16=-207/286 NOTES- (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)270 lb down at 0-1-8 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). 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Prate Increase=1.00 Uniform Loads(plf) Vert:12.22=-7,1-11=-67 Concentrated Loads(Ib) Vert:1=-270(F) 1 A WARNND-VeMy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 414-7473 rev.1O/03Re15 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual bullring 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 building design. Bracing indicated is to prevent bucking of IndiNdual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stabifty and to prevent collapse wth possible personal injury and property damage.For general guidance regardng the fabrication.storage,deesery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and SCSI Bullring Component--- --- 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,AJexandria,VA 22314. Tampa,FL 36610 tOUIE IE Microllam0 lV bks Net Qty ssrno Truss E Micr 3 Na FZ� russTYPe E Microll�mo lV� � Z �O�1e(�eM &riWere FrstSa�rce. {�[A t. 'lacksonvoe.Fl 322N Floor Girder 2 112„"y'1R I �„��- S4 SiMFSON HAN ER Puss!17'•03/g.BEq NG HEIGHT, /-8.0 � 6 QTy:37 � ,2O S 3iq., RING HEIGHT' job BEAR/NG I L 1MrSON MAN ''gid ATTIC SP HEIGHT A4? HANGER ASE 3i FT/ 1 1 1 Job Truss Truss Type Oty Ply — T8918203 782729 F21 Floor Girder 1 1 WLBPference(Qptlonal) Builders FirstSource,Jackeonvas,Fl 32244 7.840 s Nov 10 2015 MiTeic Industries,Inc. Fn Jun 24 14:09:11 2018 Page 1 ID:vsytliE eeLXOJMDhv93Tmz3Puy-mGogVzhU7SIXVji7z5pGrt3N941naiyvNlABMtKz33Ks 1 1.04 I I 1-3"0 I I 1$.0 Scale=1:32.6 Special 6x8 = 3x6 II 3x6 II 3x6 II 3x6 II 2x6 II 3x6 II 2x6 II 3x6 II 3x6 II 6x8= 1 2 3 4 5 256 7 8 9 28 10 11 • • e ' , 4 WrOill irr4141 Mill 1 ._4 16 14 13 2x4 II 3x6= r : 1-3.8 r .121312 2-6-0 2-6-0 4-9-1 3.47 0--O 2-6-0 1.6-0 Plate Offsets(XV)— f6:0-3-0.0-0.01,f11:0-3-0.Edael.118:0.1-8.EdgeL 119:0.1-8.Edge].f23:0-1-8.Edoel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 020 Vert(LL) -0.01 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.02 13-14 >999 240 BCLL 0.0 Rep Stress Inez NO 'Na 0.14 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:133 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 10-10-0 except(jt=length)12=-3-8,15=0-3-8,17=0-3-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,23,22,21,20,19,15,17 except 18=724(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 13-14=0/278 WEBS 618=602/0 NOTES- (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)515 lb down at 10-5-4 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). 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-24=-7,1-11=-67 Concentrated Loads(Ib) Vert:25=-489(F) Q WARPING-*dry design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE It/-7473 rev,16413/2015 BEFORE USE. . Design wild for use only xEh MiTekS'connectors.This design is based only upon parameters shown,and is for an individual bunting component.not a truss system.Before use,the bulking designer must verify the applicebiiey of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual buss web and/or chord members only.Addllonal temporary and permanent bracing MITe k is ahways required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.detvry,erection and bracing of trusses and buss systems.see ANSI/rM1 Quality Criteria DSB-89 and SCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36810 Job Truss Truss Type Qty Ply 78918204 782729 F23 Floor Supported Gable 1 1 Job Reference(optional) Builders First—Source, Jacksonville.R 32244 7.640 s Apr 19 2016 MITek Industries.Inc.Fri Jun 24 10:27:30 2016 Page 1 ID:vsyUilE_esLXOJMDw93Tmz3Puy-LMDPbYiWyNt4YRnP5GXIX 8LKE61Mib6lh0Xnz36ah aha ali6 Scale=1:32.5 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e a e a a e e d e e e v 1 32 q I \. • e e i : e e a e e % + e Y 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 3x3= 3x3 = I 19+8 t 19+8 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Udell lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 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 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) VVeight:88lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:29-30,16-17. REACTIONS. All bearings 19-0-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)30,16,29,28,27,26,25,24,23,22,21,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. la. f QWARNOIO-Verify design parametersand READ NOTES ON THIS AND IICLUDED INTER REFERENCE PAGE 4Wrev.7473 v.tON3/1015 BEFORE USE. Design veld for use only with kiTek19 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulling designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing Indicated Is to prevent budding 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.deivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria.DSB-89 and SCSI Staking Component 8904 Padre East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 78918205 782729 824 Floc 1 1 _ Job Reference(optional) Builders FirstSource, Jadisonville,Fl 32244 7.840 5 Apr 19 2016 Mifrek Industries,Inc. Fri An 24 10:27:30 2016 Page 1 IDvsyUdE esLXOJMDhv93Tmz3Puy-LnfDPbYIWyNt4YRnP5GXIX_16K1QIGWbBIh0Xnz36ah 0-1-8 H I 1-3-0 I I 1'9-8 1 0-48 Scale=1:33.0 4x4 = 4x4 = 1.5x3 = 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 es e • e 1.11a Al 23 t : \,/ N / X ///_ / X-/\ / \ / i 20 19 18 17 16 15 14 13 404= 3x6= 1.503 II 3x6 = 404= 1 19-04 I 19-04 Plate Offsets(X.Y)-- f1:Edoe,0.1.81,111:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.35 15-16 >645 240 BCLL 0.0 Rep Stress'nor YES WB 0.43 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:101 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=685/0-3-8,12=685/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 21-22=-68110,1-22=-680/0,12-23=-682/0,11-23=-681/0,1-2=-700/0,2-3=-1738/0, 3-4=-2402/0,4-5=-2402/0,5-6=-2647/0,6-7=-264710,7-8=-2415/0,8.9=-2415/0, 9-10=-173510,10-11=-701/0 BOT CHORD 19-20=0/1320,18-19=0/2134,17-18=0/2647,16-17=012647,15-16=0/2592,14-15=0/2136, 13-14=0/1320 WEBS 11-13=0/905.1-20=0/904,10-13=-861/0,2-2(=-863/0,10-14=0/578,2-19-41/581, 9-14=557/0,3-19=-551/0,9-15-0/379,3-18=0/364,7-15=-261/0,5-18=-523/7, 7-16=143/323 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED AWTEH REFERENCE PAGE lid-7473 rev.10/030015 BEFORE USE. la Design vaid for use only with MiTdrtP connectors.This design Is based orgy upon parameters sham.and is for an ndrvidual building component.$01 a truss system.Before use,the bolding designer must verify the applicability d 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 possale personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Oualky Criteria,DSB-89 and BCSI Bulking Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 78918208 782729 F25 Floor 7 1 Job Reference(optional) Builders FrstSwroe. Jacksonville.Fl 32244 7.840 s Apr 19 2018 MTek Industries,Inc. Fri Jun 24 10:27:31 2018 Page 1 ID:vsyUllE esLXOJMDhv93Tmz3Puy-gzDbdxZKHFWjiiizzortmEkWCYjMCUjpkQyQa4Dz36ag 0-1-8 H --- 1 1.8.0 I 0118 Scale=1:32.8 4x4= 4x4 = 1.5x3 = 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 8 7 8 9 10 11 et e e e e /1.6N 922 z �,/1,1 • ./., , ,. ., \./ s... .• 23 4 4 e - _ e- a • s Y 20 19 18 17 18 15 14 13b e 454= 3x6= 1.5x3 II 3x0= 4x4= I 18-11-0 I 18-11-0 Plate Offsets(X.Y)— I1:Edoe.0.1-81.(11:0-1-8.Edgel LOADING(psi) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.34 15-16 >662 240 BCLL 0.0 Rep Stress'nor YES WB 0.43 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=680/0-3-0,12=68t.V0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 21-22=-677/0,1-22=-676/0,12-23=-677/0,11-23=•676/0,1-2=-69510),2-3=-1723/0, 3-4=-237810,4-5=-2378/0,5-6=-2613/0,6.7=-2613/0,7.8=-2390/0,8-9=-2390/0, 9-10=-1721/0,10-11=-696/0 BOT CHORD 19-20=0/1310,18.19-4/2115,17-18=0/2613,16-17=0/2613,15.16=0/2564,14-15=0/2117, 13-14=0/1310 WEBS 11-134/898,1-20=0/897,10-13=-854/0,2-20=85610,10-14=0/571,2-19=0/574, 9-14=-551/0,3-19=-545/0,9-15=0/372,3-18=0/358,7.15=-256/0,5-18=-504/13, 7-16=-1461310 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbrealcs including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2(6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component fa any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.10103/2015 BEFORE USE. Design valid for use only with LATekhh connectors.This design is based only upon parameters shorn).and is for an ndividuat building component.ndla' a truss system.Before use,the building designer must verify the appllcabilay d design parameters and properly incorporate this deign into the overall building design. Bracing indicated Is to prevent budding 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 1 fabrication.storage.delivery.erection and bracing of trusses and buss systems.see ANWVTP11 Quality CriterA DSB-89 end SCSI Burping Component 6904 Parke East Blvd. Safety Information available torn Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38810 Job Truss Truss Type or Ply 78918207 782729 F26 Ao Girder 1 1 Job Reference(optional]-_ Builder FrslSouroe, JadcsonMb.FI 32244 7.640 s Apr 19 2018 MiTek Industries,Inc. fit Jun M 10:27:31 2016 Page 1 IDvsyUilE esLXOJMDhv93Tmz3Puy-gzDbdxZKHFWjii0zzonmEkWFJTxUiukQyQa4Dz36ag 1-3-0 1 I 1-1-8• —I Scale=1:11.8 THA426 6x8= 2x6 II 3x6 II THA426 6x8= 1 10 2 11 4 THA426 3 THA426 • ....:. 1.5x3 II 3x3= 8 7 6 5 404= 3x3 II 3x3 II I — 4-1.0 I 5-7-8 I 4.1-8 1-6-0 Plate Offsets(X,Y)-- [2.0-3-0.Edge]/4:03-0.Edael,18:0-1-8.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0 36 Vert(LL) -0 02 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0 42 Vert(TL) -0.03 7 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. except BOT CHORD 2x4 SP No 2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) ' 856/0-3-0,5=533/Mechanical FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-866/0,4-5=-534K),1-10=-798/0,2-10=-798/0,2-3=-798/0,3-11=-433/0,4-11=-43310 BOT CHORD 7-8=0/798,6-7=0/798 WEBS 4-6=0/563.1-8=0/1021,3-6=-485/0,2-8=-573/0 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 1-4-0 oc max starting at 0-5-4 from the left end to 4-5-4 to conned truss(es)to front face of top chord. 6)Fill all nail holes where hanger is in contact with lumber 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 9)Note.Visually graded lumber designation SP.represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead*Floor Live(balanced)Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl1) Vert:5-9=-7,1-4=-67 Concentrated Loads(Ib) Vert:3=-269(F)2=-269(F)10=-319(F)11=-139(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE MW-7473 rev.10103!2015 BEFORE USE. Design valid for use only with M,Tek-connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the bwldng designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of indiadual truss web andiw chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent colLapse with possible personal inryry and property damage. For general guidance regarding the fabrication,storage.dekvery,erection and braong of trusses and truss systems.see ANSIMPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute.218N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job Truss_._. TTruss Type Qty 'Ply --- 78918208 782729 F27 Floor 1 1 Job Reference Loptiona0 -- .— Builders FrstSeurce, Jadisonslle,Fl 32244 7.640 s Apr 19 2016 MITek Industries,Inc. Fri Jun 24 10:27:32 2018 Page 1 ID:vsyUllE esLXOJMOhv93Tmz3Puy-19n_gRay2ZeaKsb9XWI7ny3Ua7uhDF2uecA7cgz36at I 1-30 1-4-0 I I 1-11-0 I Scale=1:17.6 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1.50 II 3x6= 1 3x6 = 2 3 4 5 6 7 •�\. jOo m\,1 e s e e e ----j 113 12 k109 3x3= 8 3x3= 3x3 = 3x3 = 3x3 II 1.5x3 II 3x3 I I F 4.3.12 44-02 9-4-8 - I 4-3-12 0.4-0 4-11-12 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (Inc) Vdef1 Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1 00 TC 0 11 Vert(LL) -0.00 9 >999 360 MT20 244/190 TCDL 10.0 Lumber COL 1.00 BC 0.07 Vert(TL) -0.01 9 >999 240 BCLL 0.0 Rep Stress Incr YES VVB 0 11 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight 52 Ib FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 2(flat) end verticals WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=158/0.3-8,8=179/Mechanical,11=332/0-3-8 Max Gray 14=166(LC 10),8=183(LC 7).11=338(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown WEBS 4-11=-326/0 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks.on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB Alk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE Ma-7473 tee.10/030015 BEFORE USE. lilt Design valid for use only with MTek,connectors This design is based only upon parameters shown.and is for an individual budding component.not a truss system Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of inbvidual 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 ANSItTPII Quality Criteria.DSB-89 and SCSI Bulling Component 6904 Parke East Blvd. Safety Information available front Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandna,VA 22314. Tampa.FL 38610 Job Truss Truss Type Oty Ply 78918209 762728 F28 Floor 2 1 Job Reference(optional) Builders FretSource. Jarksomflle.Fl 32244 7.640 s Apr 19 2016 MTeic Industries,Inc. Fn Jun 24 10:27:32 2016 Page 1 ID:vsyUilE_esLXOJM Dhv93Tmz3Puy-19n_gHay2ZeaKsb9X WI?ny3R17gLDEOUecA7cgz36af 1.3.0I i 1-9-8 Scale=1:16.6 3x3= 1.5x3 II 3x3= 3x6= 1 3x6= 2 3 4 5 • • ti /11)1 \\\N\ . ///t 9 4 1 777111 e 303= 11 10 9 8 7 6 3x3= 1.5x3 II 3x3= 3x3 11 353 II 1-6-0• } 7.3-8 I 8-9-8 1-6-0 5-9-8 1-6-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) 1/deft Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES W8 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:48 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 11=313/Mechanical,6=313/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-30710,5-(r-312/0,1-2=-27010,2-3=-533/0,3-4=-53310,4-5=-275/0 . BOT CHORD 9.10 /533,8-9)/533,7-8=0/501 WEBS 5.7=0/366,1-10 /360,4-7=-315/0,2-10=-357/0 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbactes,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. i AWARNNO-Verify design parameters and READ NOTES ON THIS ARO INCLUDED AITEK REFERENCE PAGE 4M-7473 rev.10/03/2015 BEFORE USE. Mit Design said for use ony with MTelcii connectors.This design is based ordy upon parameters sham.and is for an individual building component.not a truss system.Before use.the building designer must verify the appllcabiiy of design parameters and properly incorporate this design ego the overall building design.Bracing indicated is to present 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,deivery,erection and bracing of busses aid truss systems.see ANSIRPI1 Quality Criteria DSB-89 and BC81 Bullring Con one rat 6804 Panes East Blvd. Safety IMamatIon available from Truss Plate hstitute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36810 Job Truss Truss Type Qty Ply 18918210 782729 F29 Roos Girds 1 1 Job Reference(optional) Builders FistSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc. Fri Jon 24 10:27:332018 Page 1 ID:vsyUdE esLXOJMDhv93Tmz3Puy-mMLM2daaptmRx0AL5DpEK9ccyXBcygHltGvh86z36ae 1.30 79-8 Scale=1:16.6 THA426 6x8 = THA426 3x6 II 2x6 II 3x6 II 6x8= 1 12 2 3 4 5 e • - � Y Z/V 4 11 10 9 83x3= 7 6 !C 3x3= 1.5x3 II 3x3= 3x3 II 3x3 it 1-6-0 7-3-8 8-9-8 1-6-0 5-9-8 1-8-0 Plate Offsets(X-Y)— [3:0-3-0.0-0-01.15:03-0.Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.02 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) -0.02 9 >999 240 BOLL 0.0 Rep Stress!nor NO WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:59 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except fl BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=446/Mechanical,6=351/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-44310,5-6=-347/0,1-12=-38310,2-12=-38310,2-3=-72810,3-4=-728/0,4-5=-32610 BOT CHORD 9-10 /728,8-94/728,7-8=0/609 WEBS 5-7=0/424,1-10=0/498,4-7=-385/0,2-10=-458/0,4-8=01278 NOTES- (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 1-4-0 oc max.starting at 1-2-12 from the left end to 2-6-12 to connect truss(es)to back face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-7,1-5=-67 Concentrated Loads(Ib) Vert:2=-85(B)12=-85(B) A WARNING-Verify design parameters and READ NOTES ON THE AND INCLUDED MEEK REFERENCE PAGE 4x•7473 rev.1010312015 BEFORE USE. Desigo valid for use only with Wake/connectors.This design is based ally upon parameters sham,and is for an individual building component.not111111 a buss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall • bu ional temporary and is always required ding design. for stabi ty and to prevent collapse buckingng indicated is to present with(ndrAdial truss possible personal�inju�d proor pertmembers mage.)y.Fa geieneral guidance regardie permanent bracing MTek• fabrication,storage,deanery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria DSB-89 and SCSI Bullring Component 8904 Parte East Blvd. Safety Information available from Truss Rate Ins/Mute,218 N.Lee Street,Suite 312.Alexandra.VA 22314. Tampa,FL 39310 Job Truss Truss Type Qty Ply 18918211 782729 F30 Moor 2 1 Job Reference(optional) Builders FistScarce, Jacksonville,Fl 32244 7.840 s Apr 19 2018 MTelc IndusMes.Inc. Fd Jun 24 10:27:332018 Page 1 IDvsyUNE_esLXOJM Dhv93Tmz3Puy-mM LM2daa ptmRx0AL5DpEK9dgXEgyix1tGvh86z36ae F— 0-10-8 ( I 0-11-0 I I 1-30 3x'_ 1 3x6= 2 1.5x3 II 3 1.5x3 II 4 Solite=1:9.5 • \ L _ z zz/ * \ //// 7 i L. , - 1 3x3 = 3x3= 8 7 6 5 3x3 II 3x3 ll I 3-9-8 _. .. I 3-9-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 009 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumberat) DOL 1.00 BC 0 07 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Inc/ YES WB 0 07 Horz(TL) 000 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:25 lb FT=11%F,11%E LUMBER- BRACING TOP CHORD 2x4 SP No.2(flTOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=130/Mechanical,5=130/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. _ 1 A WARNING-Verlfydeslgn parameters and READ NOTES ON THIS ANO INCLUDED BITER REFERENCE PAGE AIN-7473 rev.10/03/2115 BEFORE USE. Design valid for use only with MiTek4:connectors.This design is based only open parameters shown,and is for an individual bolding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incarcerate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addbonal 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 braong of busses and truss systems,see ANSIITPII Quality CAW*DSB-89 and BCS1 Bulling Conpoew l 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36810 Job Truss Truss Type Qty Ply T8918212 782729 P01 Piggyback 18 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7640 s Apr 19 2016 M Tek Industries.Inc. Fri Jun 24 10:27:34 2016 Page 1 ID:vsyUilE_esLXOJMDhv93Tmz3Puy-EYv kFzbOaAuIZAIYexLTsN8pYxbjhAWA6vfEhYz36ad 2.9.13I 5-7-11I 2-9-13 2-9-13 456= Scale=1:13.9 3 8.00 12 IIIPilikhhh.... 4 2:dgliIllIllrgllgll ■ 5 WAI 4j111111111111 IIM II ci ri6 2x4= 2x4 II 2x4 = _ _ 5-7-11 5-7-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 25 0 Plate Gnp DOL 1.25 TC 008 Vert(LL) 000 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 5 fir 120 BCLL 0.0* Rep Stress lncr YES WB 002 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131/4-1-7.4=131/4-1-7,6=136/4-1-7 Max Horz 2=46(LC 11) Max Uplift2=-41(LC 12),4=-45(LC 13),6=-13(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wnd ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf.h=28ft.Cat II.Exp C,End,GCpi=O 18: MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate gnp DOL=1.60 3)Gable requires continuous bottom chord bearing 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 2,45 lb uplift at joint 4 and 13 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer 9)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB 1 aWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MTV(REFERENCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeK'^connectors This design is based only upon parameters shorn.and is for an individual budding component.not a truss system Before use.the budding designer must verify the applicabiluy of design parameters and properly incorporate this design into the overall till building design. Bracing indicated into 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 spry and property damage. For general guidance regarding the fabrication.storagedelivery,erection and braang of tnrsses and truss systems.see AN SD7Pl1 Quality Criteria,DSB-89 and SCSI Building Component 8604 Perks East Blvd. Safety Information available from Truss Prate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36810 Job Truss Truss Type Qty Ply 78918213 782729 T01 Roof Spedal 10 1 Job Reference(optional) Builders FrstScuroe, JacksaMlle,Fl 322447.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jun 24 10:27:34 2018 Page 1 ID:vsyUilE_esLXOJMDhv93Tmz3Puy-EYvkFzbOaAuIZAIYexLTsN8k2XVQh PA6vtEhYz36ad 1 -2-0.0 1 4-1-8 I 7-11-8 I 11-9-8 I 15-11-0 I 17-11-0 I 2-0-0 4-1-8 3-10-0 3-10-0 4-1-8 2-0-0 4x6 II Scale=1:44.1 4 ii di II in8.00 12 4x6.i 10 4x8 S- 3 i5 ,� 6x6= P` q 5x6-i 11 8 rib tb 2 4x6-i 4x6 6 j 2 �/ 8.00 12 , "1 a II 7 8 12 2x4 II 2x4 II I 4-1-8 I 7-11-8 I 11-9-8 I 15-11-0 I 4-1-8 3-10-0 3-10-0 4.1$ Plate offsets(X,Y)— f2:03-0,0.1-121,(6:0-3.0,0-1.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft lid PLATES GRIP TCLL -25 0 Plate Gnp DOL 1.25 TC 0.43 Vert(LL) -0.18 10 >999 240 MT20 244/190 TCDL 10 0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0 35 10 >532 180 BCLL 0 0 ' Rep Stress Incr YES VVB 0.82 Horz(TL) 0.50 8 n/a n/a BCDL 50 Code FBC2014/TPI2007 (Matrix-M) Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 12=781/0-5-8,8=781/0-5-8 Max Horz 12=233(LC 11) Max Uplift 12=-184(LC 12).8=-184(LC 13) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-780/378,2-3=-1878/553,3-4=-2359/241,4-5=-2373240,5-6=-1858/497, 6-8=-749/408 BOT CHORD 11-12=-249/276,10-11=-373/1864,9-10=-281/1805 WEBS 4-10=-171/2328,5-10=-267/743,5-9=-370/120,6-9=-339/1495,3-1(=-150/519, 3-11=-375/119,2-11=-328/1545 NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design 2)Wnd:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph:TCDL=4 2psf,BCDL=3 Opsf,h=28ft;Cat II;Exp C;Encl.,GCpmO 18, MWFRS(envelope)and C-C Extenor(2)zone,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown:Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joints)12,8 considers parallel to grain value using ANSI/7P'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 184 lb uplift at joint 12 and 184 lb uplift at joint 8 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 9)Note Visually graded lumber designation SP,represents new lumber design values as per SPIB AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mil-7473 rev.10/032015 BEFORE USE. lilt Design valid for use only wdh 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 appiicabiidy of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of indvldual truss web and/cr chord members only.Addtionai temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general giadance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.see ANSt/7PI1 Quality Criteria,DSB-89 and BCS!Butting Conponerlt 8904 Parke East Blvd. Safety Information available from Truss Plate Insbtute,218N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 38810 r.1:0 Truss Truss Type Qty Ply78918214 729 102 Rat 1 2 Job Reference(optional) Builders FFctSource, Jacksonville,R 32244 7.640 s Apr 19 2018 MTek Industries,Inc. Fri Jun 24 10:27:382018 Page 1 ID:vsyUilE esLXOJMDhv93Tmz3Puy-AxOUgfdT5o80oTvwmLNxxoE3dkAE9rfTZD8LIRz36ab I 3-3-9 1 6-5-7 l _ 9-7-4 I 12-9-1 I 15-10-15 1 19.2.8 i 3-3-9 3-1-13 3-1-13 3-1-13 3-1-13 3-3-9 Scale=1:34.5 8x14 MT2OHS= 2x6 II 4x12 = 8x10= 4x12= 2x6 II 8x14 MT2OHS= 1 15 2 16 17 3 18 4 19 20 5 21 6 22 7 e - r r • N. L kik 13 12 11 10 9 _--� e 4 e 7x8= 7x14 MT2OHS= 2x4 II 7x14 MT2OHS= 2x4 II 7x14 MT2OHS= 7x8 = I 3-3-9 I 6-5.7 9-7.4 I 12.9.1 I 15-10-15 I 19-2-8 I 3-3-9 3-1-13 3.1.13 3-1-13 3-1-13 3-3-9 Plate Offsets(X,Y)— [4:0-5-0.0-6-01[8:0-4-8.0-0-01[9:0-3-0.0-2-81.[11:0-7-0.0-0-81[13:0-7-0.0-2-81.114:0-4-8.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.18 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.35 11 >641 180 MT2OHS 187/143 BCLL 0.0* Rep Stress Incr YES WB 0.96 Horz(TL) 0.09 8 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Wleight:310 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-14,7-0:2x4 SP No.2,2-13,3-12,4-115-10,69:2x4 SP No.3 REACTIONS. (Ib/size) 8=8442/0-5-8,14=8818/0-5-8 Max Horz 14=-98(LC 8) Max Uplift8=-1100(LC 9),14=-1324(LC 8) tl FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-8617/1322,1-15=-10131/1542,2-15=-10131/1542,2-16=-10131/1542, 16-17=10131/1542,3-17=-10131/1542,3-18=-17991/2615,4-18=-17991/2615, 4-19=-17991/2615,19-20=-17991/2615,5-20=-17991/2615,5-21=-9230/1270, 6-21=-9230/1270,6-22=-9230/1270,7-22=-9230/1270,7-8=-8266/1091 BOT CHORD 12-13=2488/16312,11-12=-2488/16312,10-11=-2248/15604,9-10=-2248/15604 WEBS 1-13=-1893/12661,2-13=-3131/508,3-13=-7851/1162,3.11=-276/2132,4-11=-3106/505, 5.11=-551/3031,5-9=-8096/1232,6-9=-2246/250,7-9=1558/11535 NOTES- (12-13) 1)2-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,2x8-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. 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)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=28ft;Cat II;Exp C;Encl.,GCpi=.18; MAA/FRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fol between the bottom chord and any other members. 8)Bearing at joint(s)8,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1100 lb uplift at joint 8 and 1324 lb uplift at joint 14. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 1 0 WARPING.,Verfydesign parameters and READ NOTES ON TNL4 AND INCLUDEDIAMB REFERENCE PAGE MD-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTNr a connectors.This design is based only upon parameters shown.and is for an Individual building component.not a truss system.Before use,the bulling designer mud verify the applicaolty of design parameters and properly incorporate this design into the overall kit building design. Bracing indicated is to prevent bucking of individual truss web and/or alord members ally.Addtional temporary and permanent bracing MTek Is always requred tot stabily and to prevent collapse with possible personal injury and property damage. Fcc general guidance regarding the fabrication,storage.delver,eredion and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-9 and SCSI Building Component 8904 Parke East BNd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 38810 [Job Truss Truss Type CILY PlY 78978214 782729 T02 Rat 2 Job Reference(optional) Builders FretSource, JadaonWe,Fl 32244 7.840 s Apr 19 2018 AMTek Industries,Inc.Fri Jun 24 10:27:36 2010 Page 2 ID:vsyUllE esLXOJMDhv93Tmz3Puy-AxOUg(dT5o8O0TVWmLNxxoE3dkAE9rfTZD8LIR236ab NOTES- (12-13) 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1968 lb down and 409 lb up at 2-1-12,1968 lb down and 409 lb up at 4-1-12,1968 lb down and 409 lb up at 6-1-12,1968 lb down and 409 lb up at 8-1-12,1968 lb down and 409 lb up at 10-1-12,1968 lb down and 409 lb up at 12-1-12,1311 lb down and 231 lb up at 14-1-12,and 1311 lb down and 231 lb up at 16-1-12,and 1317 lb down and 228 lb up at 18-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12)This manufactured product is designed as an individual building component The suitability and use of this component for any particular budding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-7=-70,8-14=-10 Concentrated Loads(Ib) Vert:6=-1311 15=-1968 16=-1968 17=-1968 18=-1968 19=-1968 20=-1968 21=-1311 22=-1317 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AI1-7473 rev.10103a015 BEFORE USE. Design vaid for use only with rv.Tekai connectors.Thm design is based only upon parameters shown.and is for an individual bullring component.not a truss system.Before use.the building designer must verify the applicabrlay of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to present bucking of individual truss web and/or chord members only.Adddional temporary and permanent bracing MiTekr 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 Wes systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Bullring Component 8904 Parks East Blvd, Safety Information available from Truss Plate Institute,218N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 38610 Job Truss Truss Type Qty Ply 18918215 782729 T03 Piggyback Base 6 1 Job Reference(optionai) Builders FkstSource, Jadesonelle,Fl 32244 7.640 s Apr 19 2018 MTek Industries,Inc. Fd Jun 24 10:27:37 2018 Page 1 IDvsyU4E_esLXOJMDlw93Tmz3Puy-e7att d5s5GIOdU7K3uAU?mCZ8WuuMkdotuuH1z36aa 2-0-01 4-8-13 7-11-8 , 10-11-8 14-6-11 20-2-5 24-4-0 27-0-12 30-0-3 34-9-0 36.9-0 I 2-0-0 4-8-13 i 3-2-11 3-0-0 3-7-3 5-7-11 I 4-1-11 I 2-8-12 1 2-11-7 i 4-8-13 1 2-0-0 4x8= Scale=1:73.9 4x6 =- 6 6 7 8.0012 ' 3x6/i \ �.\ 3x6'� 5 8 4x8/i • `\ 3x6 5X6// 4 9 i �j Ty12 over' 1_ 8.00 12 _ �� 13 22 2x4 II 1. 2x4 11 4-8-13 7-11-8 10-11-8 14-6-11 19-10-0 2012r5 24-4-0 27-0-12 30-0-3 349-0 I 4-8-13 I 3-2-11 I 3.0.0 I 3-7-3 I 5-3-5 0-4-5- 4-1-11I 2-8-12 I 2.11.7 I 4-8.13 Plate Offsets(X.Y)— 12:03-0.0.1-121.(3:0.3.0.0-3.01,[6:0-5.12.0-2.01.[7:0-3-12.0-2-01[10:0-3-0,0-3-01.[11:0-30,41-12),(16:0.6-4,0.2-41,119:014,0-2-41 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.22 20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.34 20 >694 180 BCLL 0.0' Rep Stress[nor YES Wt3 0.72 Horz(TL) 0.31 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matra-M) Whight:241 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. WEBS 1 Row at midpt 6-17,7-17 REACTIONS. (lb/size) 22=644/0-5-8,13=317/0.5.8,17=2108/0-3.1 Max Horz 22=-354(LC 10) Max Uplift22=-195(LC 12),13=-236(LC 8),17=-336(LC 12) Max Gray 22=728(LC 23),13=454(LC 24),17=2108(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-711/448,2-3=-17131699,3-4=-1808/825,4-5=-354/340,5-6=-75/299, 6.7=-85/853,7-8=-115/1065,8-9=-201/841,9-10=-697/1549,10-11=-609/756, 11-13=-426/331 BOT CHORD 21-22=-399/443,20-21=-898/1759,19-2 -1030/1788,18-19=-223/256,18-234-402/328, 17-23=-402/328,16-17=-594/354,15-16=-1471/686,14-15=-699/552 WEBS 2-21=-490/1412,3-21=-288/137,3-20 -359/273,4-20=-1052/1991,4-19=-1842/944, 5-19=-179/401,5.18=-5641328,6.18=-240/577,6.17=-1160/385,7-17=-877/237, 8.17=-464/290,8.16=-121/270,9-16=-609/1034,9-15=-1325/722,10-15=-957/499, 11-14=637/465 NOTES- (9-10) 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=28ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extenor(2)zone;end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Bearing at joint(s)22,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint 22,236 lb uplift at joint 13 and 336 lb uplift at joint 17. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ! 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular ,' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SP IB. 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AITEK REFERENCE PAGE lib!-7473 rev.10N9l1015 BEFORE USE. Design vand for use only with MTeke)connectors.This design is based only upon parameters shown.and is for an indiedual building component.not1411 a truss system.Before use.the building designer must verify the applicability of design param eters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of inrudual 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)he fabrication,storage.delivery.erection and bracing of trusses and truss systems.see ANSVTP11 Quality Criteria.DSB-89 and SCSI Bullring Component 8904 Parke East Bind. Safety IMornuelon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Nexandna,VA 22314. _ -- Tampa,FL 38810 Job Truss Truss Type Qty Ply 18918216 782729 104 Plggybadr Baas 3 1 Job Reference(optional) Builders FirstSource. Jadlsomille,Fl 32244 7.840 s Apr 19 2018 MTek Industries,Inc. Fri Jin 24 10:27:38 2016 Page 1 ID:vsyUllE esLXOJMDhv93Tmz3Puy-6J8F5Ke)dPOk2n3JtmPP1DJJDYmJdOLm1XdS(1Jz36aZ I-2-0-0 1 4-8-13 1 7- 11-B 1 10-11-81 1 14-6-11 1 19.10-0 20,2/5 27-3-15 I 34-9-0 1 36-9-0 I 2-0-0 4-8-13 3-2-11 3.0-0 3-7-3 53.5 0-4.5 7-1-9 7-51 2-0-0 4x8= Scale=1:73.3 4x8 6 7 4. 8.00 12 p., 3x6 i 7 5 6x8 v i 5x8 44. *\ 19 8 5x8 i "Ida� \ \ 3 . j�`T 5x6 i 7x8= 5x8= R 19 17 1821 5x8 II 9 g 2 6x8 i '-i 5x6 3x4= w� ��mceNtti� 10IM 8. 00 12 •, - 14 13 22 12 11 204x6= 2x6 II 3x4 = 3x6= 20-2-5 I 441 3 1 bite 1 10410 1 1aia1 1 tsar-sins a1s iia I 34410 1 0-4-5 Plate offsets fX,Y)— [2:0-2-12.0-2-01.13:0-2-0.0-3-01.16:0-5-12.0-2-01.17:0-4-12.0-2-01 18:0-4-0.0.3-01[9:0_3-8,EdgeL[17:0-3-0.0-2-31 R0:0-0-0,0-0-31 LOADING(psi) ! SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.31 18 >766 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.59 18 >402 180 BCLL 0.0* Rep Stress Incr YES WB 0.82 Horz(TL) 0.55 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Might:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. 4.18:2x4 SP No.2 WEBS 1 Row at midpt 4-17,6-15,7-13,8-13 REACTIONS. (lb/size) 20=922/0-5-8,15=1451/0-3-1,11=697/0-5-8 Max Horz 20=-352(LC 10) Max Uplift20=-291(LC 12),15=-159(LC 9),11=-349(LC 13) Max Gray 20=927(LC 23),15=1451(LC 1),11=795(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-970/644,2-3=-2764/1517,3-4=-3457/1840,4-5=-1042/790,5-6=-760/680, 6-7=-421/553,7-8=-472/567,8 -747/594,9-11=-770/637 BOT CHORD 19-20=-380/455,18.19=1243/2820,17-18=-1471/3601,16-17=-249/755,16-21=-117/405, 15-21=-117/405,13-22=-253/434,12-22=-253/434,11-12=-82/348 WEBS 2-19=-1133/2286,3-19=485/289,3-18=224/671,4-18=-1536/3758,4-17=-3295/1432, 5.17=-232/468,5-16=-661/398,6.16=-293/667,6.15=-847/243,9-12=-219/315, 13-15=-217/429,7-15=-472/67,8-13=-619/368 NOTES- (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft;Cat.II;Exp C;Encl.,GCpi=0.18; • MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Bearing at joint(s)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 291 lb uplift at joint 20,159 lb uplift at joint 15 and 349 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular • building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. I A WARNING-Verify designparameters and READ NOTES ON THIS AND INCLUDEDWEB REFERENCE PAGE Ar-7473 rev.1010312015 BEFORE USE. • Design void for use only with wr*e connectors.This design is based only upon parameters shown.and is for an individual bulling component.not a buss system.Before use,the building designer must verify the applicability d design parameters and properly incorporate this design into the overall ! building design. Bracing Indicated is to prevent budding of indeidual truss web and/or chord members only.Additional temporary and permanent bracing Fnels' is always required for stability and to prevent collapse with possible ardi le personal injury and property damage.For general guidance revering the s s • fabrication.storage.deiwry.eredlon and bracing of trusses and buss systems,see ANSUTPII Qualky Criteria,DSB-89 and SCSI Buildng Component 6904 Parke East Blvd. Safety Information available from Tru/ss Plate heeds,219 N.Lee Shed.Suite 312,Mexandia,VA 22314. Tampa,FL 38810 Job Truss Truss Type Qty Py 78918217 782729 105 Roof Spada) 5 1 Job Reference(optionaiL_ Boilers FestSource, Jacksonville,Fl 32244 7.840 s Apr 19 2018 Mir Pc Industries,Inc. Fri Jul 24 10:27:39 2018 Page 1 • ID:vsyUllE esLXOJMDhv93Tmz3Puy-bWidlgfLOMWbfxdVRUweZQsW3y5uMGLwFBN?Mmz36aY (>( 5.3.15 I 10-3-11 I 15-3-8 I 20-34 I 25-3-0 1 28-9-7 1 31-5-7 1 34-5-0 39.110 0-613 5-3-15 4-11-12 4.11-12 4-11-12 4-11-12 3-6-7 2.8-1 2-11-9 0-8-0 4x6= Scale=1:84.4 • 5 8.00(12 3x4 i 3x6 4 6 5x6-i j \'.\ N, j -.,.\ / \ \\\ 6x8 -. 3 7 i .7/ [ / \ 2x4 I I 2 j \ � 3x8,. -/ 17 21 22 23 24 15 `.` 3x8�` 16 14 3x1 = 3x6 = �! 10 N 3x6.i 5x8= 8x12 = 11, m 13 `I r7 5x6 - 8.00 11212_ 3x6= i 7-8.13 1 15-3-8 I 22-9-2 I 28-9-7 1 31-5-7 I 34-5-0 i 7-9-13 7-5-10 7-5-10 6-0-5 2-8-1 2-11-9 Plate Offsets(X,Y)— 12:0-1-0.0-1-81.13:03-0.43-01 17:0-3-4,43-01.110:0-3.3.0-1-81 112:0-0-0.0-0-31 06:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (roc) Vdefl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.78 14-15 >524 180 BCLL 0.0* Rep Stress Incr YES WB 0.71 Horz(TL) 0.61 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:210 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. 7-14,9-14,10-13:2x4 SP No.2 WEBS 1 Row at midpt 4-16,5-16,6-16 REACTIONS. (Ib/size) 12=1429/0-5-8,2=1428/45-8 Max Horz 2=-375(LC 8) Max Upliftl2=-344(LC 13),2=-310(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2120/944,3-4=-1921/959,4-5=-1464/829,5-6=-1463/829,6-7=-2452/1178, 7-8=-56842515,8-9=-5744/2411,9-10=-3384/1485,10-12=-1424/697 BOT CHORD 2-17=-539/1864,17-21=-329/1563,21-22=-329/1563,16-22=-329/1563,16-23=-421/1641, 23-24=-421/1641,15-24=-421/1641,14-15=-893/2538,13-14=-1391/3302 WEBS 3-17=-323260,4-17=-174/386,4-16=-572/390,5.16=-718/1279,6-16=-934/548, 6-15=-440/1007,7-15=-995/555,7-14=-1374/3156,9-14=-683/1993,9-13=-1165/516, 10-13=11562767 NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wild:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=28ft;Cat II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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,with BCDL=5.0psf. 5)Bearing at joint(s)12 considers parallel to grain value using ANSUTPI 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 344 lb uplift at joint 12 and 310 lb uplift at joint 2. 7)"Semi-rigid pitchbrealts including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. r 1 O WARRING-Verffydeslgn parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERENCE PAGE Af8.7473 rev.10X03/2015 BEFORE USE. Design valid for use only with IATek®connectors.This design is based oNy upon parameters shown.and is for Ni irdMdual budding component.not - a truss system.Before use,the building designer mud verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual trues web and/or chord members only.Additional temporary and permanent bracing MTek• is always required for stabifty and to prevent collapse weh possible personal injury and property damage.For general guidance regarding the il fabrication,storage,delivery,erection and bracing of trusses and buss systems.see ANSIRPII Quality Criteria,DSB-89 and SCSI Bulking Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type IQty Ply 78918218 782729 707 Roof Spedd 1 1 _ Job Reference(optional)._ Builders FirstSource, Jadrsomille,Fl 32244 7.840 a Apr 19 2016 MiTek Industries,Inc. Fn Jul 24 10:27:39 2018 Page 1 ID:vsyUilE_esLXOJMDhv93Tmz3Puy-bWldIgfLOlWbfxdVRUweZQsYEyB8M DZWFBN?M mz36aY -2.0.0 5-9-0 9-5-0 } 12-0-12 15-3-10 _18-10-0 20-10-0 2-0-0 5-9-0 3-8-0 2-7-12 3-2-14 3-6-6 2-0-0 5x12 Scale=1 X49.8 4 2x4 11 b411 5 8.00 12 3 -..44141111111111111111111111 3x6 8 Ns 6x8= N, 5x6% \ 5x6. R N 2 10 7 clf 3x6\ ; e ' 1 , NMI 8.00ima tit 8 7 13 t2 9 2x6 II 6x8 = 2x8= 5-9-0 12-0-12 I 15-3-10 18-10-0 I 5-9-0 6-3-12 3-2-14 3.6.6 Plate Offsets(X.Y)— 12:0-2-12.0.2-01,x4:0-9-4.0-2.81.17:0-3-0.0-1-121 19:0-4-4.01-01.112:0-6-4.0-2-41 LOADING(psf) SPACING- 2-0-0 CSI- DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 25.0 Plate Gnp DOL 1.25 TC 0 60 Vert(LL) -0 19 11 >999 240 MT20 244/190 TCDL 10 0 Lumber DOL 1.25 BC 0 46 Vert(TL) -0 37 11-12 >599 180 BOLL 0.0 ' Rep Stress Incr YES VVB 0.95 Horz(TL) 0 39 9 n/a n/a BCDL 5.0 Code FEC2014/TPI2007 (Matrix-M) Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins except BOT CHORD 2x4 SP No.2 end verticals. VvEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 9 898/0-5-8,13=898/0-5-8 Max Horz 13=258(LC 11) Max Uplift9=-210(LC 13),13=-210(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-840/382,3-4=-900/564,4-5=-2867/806,5-6=-2879/688,6-7=-1929/589, 7-9=-855/449,2-13=-871/508 BOT CHORD 12-13=-214276,11-12=-79/886,10-11=-403/1975 WEBS 3-12=-403/310,4-12=-313/211,4-11=-496/2510,6-11=-89/920,6-10=-547/173, 7-10=-422/1584,2-12=-1611574 NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4 2psf;BCDL=3.Opsf;h=28ft,Cat.II;Exp C,Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extenor(2)zone;end vertical left and right exposed;C-C for members and forces&MVWFRS 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)9 considers parallel to grain value using ANSUTPI 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 210 lb uplift at joint 9 and 210 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code 9)Note.Visually graded lumber designation SP,represents new lumber design values as per SPIB WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 rev.10/032015 BEFORE USE. let Design valid for use only with fATek'-'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 venfy the applicability of design parameters and properly incorporate this design into the overall building desgn. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M irek' is always required for stability and to prevent collapse with possible personal mpury and property damage For general guidance regarding the fabncabm.storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPIl Quality Criteria,DSB-89 and SCSI Bulking Component 6904 Parke East IBNd. Safety Information available from Truss Plate Insbtute,218N.Lee Street,Suite 312,Aleoandna,VA 22314. Tampa.FL 36610 Job Truss TrussType 0t1 Pty T8918219 782729 TOB ROOF TRUSS 8 2 Job Reference(optional) Builders FastSource, Jacksonville.Fl 32244 7.840 s Apr 19 2016 MRelc Induffiles,Inc.Fn Jin 24 10:27:41 2018 Page 1 ID:vsyUilE esLXOJMOhv93Tmz3Puy-XugNjMgcwKmJvFnuZvz6eocyElvng7FCjVs6Oez36aW 7.94 30.03 1-2-0-0 I 4619 1994 719} I 141415 } 141-0 4&!1__ 142`6 121441 24.614 I 27.11.12 29012 I 34-90 198-90 2.40 4$19 2�7 4 9-1-11 32-1 0.65511 5.7-11 '1 S11 3.1.14 57.14 O'66 4.619 2-0.0 • 460 14-7 5x6= Scale=1:73.9 2x4 I I 4x6 rrzz 6 7 8 3x6 4x100M7T20HS- II 11 9 �+/! 5z11 MT2OHS 5 9 2x4 - 10 i 4x8= 3x8 i 27 5x8= 28 .N.14\110,,,3x8 5x6 4 11 q 5x6 4 3 ���• W ���� �r 12 5x6-i /, 24 23 18 17 ``5x6 2 ,/ 25 7x8= 6.8= 18 ` 13 t 6x8= 22 19 6x8= 1 �, 7x8 i 2x1 II nV ,I 244 II 748 N \� 14I; 8.00 12 21 20 1� 26 6x10 6x8 i 304 II 3x4 II $¢7./�9.4 27.11.12 3063 l 4.619 4413 1 k O'60 l 131115 I 13-2.10 I 72-7-0-8-0 I 23-1-6144 t 22-7-142 OW 2i-67 t 481191 0.60 040 Plate Offsets(X.V)- 12:0-3-0.0.1-121.13:0-2-12.0-3-01.15:0-4-14.0-1-121.17:0-3-12.0-2-01.18:0-3-12.0.2-01.112:0.3.0.0.3-01.113:0.3.0.0-1-121.120:0-l-8.Edge1.121:0.7-10.Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.31 19-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.71 19-20 >582 180 MT2OHS 187/143 BCLL 0.0 - Rep Stress Incr YES WB 0.94 Horz(TL) 0.86 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Attic -0.12 20-21 741 360 Weight:572 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except BOT CHORD 2x4 SP M 31*Except* end verticals. 20-21:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):27,29 REACTIONS. (lb/size) 26=1722/0-5-8,15=1735/0-5-8 Max Horz 26=354(LC 11) Max Uplift26=-193(LC 12),15=-184(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-1918/615,2-3=-6468/1396,3-4=-8524/1671,4-5=-6273/1314,5.6-'-1739/635, 6-7=-1876/709,7-8=-1145/494,8-9=-1299525,9-10=-1823/624.10-11=-551(/1194, 11-12=-7285/1495,12-13=-5909/1269,13-15=1780/626 BOT CHORD 25-26=-376545,24-25=-1127/6313,22-23=-229/2665,21-22=-223/2673,20-21=-30/1518, 19-20=-283/2622,18-19=-265/2595,16-17=-996/5510,15-16=-14/371, 23-24=1050/6891,17-18=-922/5768 WEBS 2-25=-10095400,3-25=1193/260,20.28=-203/724,9-28=-138/715,12-16=-1096/246, 13-16=-947/4947,21-27=-221/755,6-27=-790/297,27-29=-345/91,8-29=-91513, 7-27=319/1319,7-294-304/216,9-294-539/173,10-20=1985/498,5-21=-1955/437, 424=-622/3552,3-24=-182/1992,5-23=-8485083.4-23=-2924/650,11-17=-525/2813, 12-17=-154/1517,10-18=-715/4158,11-18=-2310535 NOTES- (15-16) 1)2-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:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 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;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft;Cat.II;Exp C;End.,GCpFO.18; MWFRS(envelope)and C-C Extenor(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Ceiling dead load(5.0 psf)on member(s).27-29,28-29; Wall dead load(5.Opsf)on member(s).20-28,21-27 10)Bottom chord live load(30.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.20-21 Continued on page 2 AWARNNG-Verily design parameters and READ NOTES ON THIS AND NCLUDED MTEK REFERENCE PAGE AN-7473 rev.10/73/2015 BEFORE USE. IS Design veld for use only with 14Tek@)connectors.This design is based oNy opal parameters shown,and is for an individual bolding component.not a buss system.Betas use.the boiling designer must verify the appiinbllsy of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent bulling of indhidual buss web and/or lard members only.Addilicnal temporary and permanent bracing MiTe k' Is always requked for stablity and to prevent collapse with potable personal injury and property damage.For general gcidann regarang the bbrication,storage.delvery,erection and bracing of busses and buss systems.see ANSUTP11 Chalky Criteria,DSB-89 and SCSI Bulling Component 8904 Parke East 8Nd. Safely Information available from Truss Plate klsltute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 38810 Job Truss Truss Type Qty Ply 78918219 782729 108 ROOF TRUSS e 2 Job Reference(Optional) Builders FistSource, Jadcsonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jun 24 10:27:41 2016 Page 2 IDvsyUBE esLXOJMDhv93Tmz3Puy-XugNjMgcwKmJvFnuZvz6etxyElvng7FCjVs6Qez36aW NOTES- (1516) 11)Bearing at joint(s)26,15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 26 and 184 lb uplift at joint 15. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE 15)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 16)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.f0/03f2015 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 tut a truss system.Before use,the budding designer mud verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of indmdual truss web and/or chord members only.Addticnal temporary and permanent bracing MiTek. is always required for stability and 10 preyed collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.defvsry,erection and bracing of trusses and truss systems.see ANSUTP11 Quality Criteria.DS&89 and BCSI Buildng Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute,218N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply 18918220 782729 T09 ATTIC 3 1 Job Reference(optional) Builders FbsiSo rce. JadrexMNBe,Fl 32244 7.640 5 Apr 19 2018 MiTek Industries,Inc. Fri Jin 24 10:27:42 2016 Page 1 ID:vsyUilE_esLXOJM Dhv93Tmz3Puy-?4OmwihEhduAWOM46cULB3U559COZg6My9bfz4z36aV 12-3-7 25-10-4 -Q-B-Q 5-10-2 I 11-6-12 17f1� 1510.11 I 21-&S 1 251.9 25-31111 31.6.14 I 37.6-0 3¢-1.9 11AQ 5-10-2 5-8-10 0-6- 3-7-3 57-11 3-7-3 0.-3 5-8-10 5-10-2 g 0-2-3 04-9 5x8 = Scale=1:71.0 5x6 = 28 6 7 29 8.00 12 �P ,•� 2x6 II 3x4= • 2x6 ll �� 3x4 = 45 1 `� ,'r•89 19 20 '�• r" — 2x4 II 4x6 II ••41 5x8 / ,�i 9 27 • -•� •: 4 5x8 3 n R r ,•• 10 elli •11 p A Aliki._,4'.4%%44N rr I:14-0.0 2 e7" 11 w i1400: mi 18 17 16 15 14 13 4x6 = 2x4 II 10x20 MT2OHS= 10x16 MT2OHS= 2x4 I I 4x6= [ 5.10-2 I 11.612 I 15-10.11_ i 21-6-5 I 25.10-4 i 31-6-14 .}— 7-50 { _ 5-10-2 5-8-10 4-3-15 5-7-11 4-3-15 5-8-10 _ 5-10-2 Plate Offsets(X,Y)-- [2:0-l-6,0-0-101[3:0.4.0,0-3.0].1S:0-6-4.0-2-0L 17:0-440-2-41.f10;0-4-0.0-3-0L!11:0-1-6.0.0.10E 114:0-1-12,Edgel.[17:0-3-8,0.6_4] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.37 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.67 15-16 >668 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 , Code FBC2014/TPI2007 (Matrix-M) Attic -0.32 15-16 540 360 Weight:289 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. 6-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26*Except* WEBS 1 Row at midpt 19-20 14-17:2x8 SP 2400E 2.0E JOINTS 1 Brace at Jt(s):19,20 WEBS 2x4 SP No.3'Except' 5-8:2x4 SP No.2 OTHERS 2x4 SPM 31 LBR SCAB 3-6 2x4 SP M 31 one side • 7-10 2x4 SP M 31 one side REACTIONS. (Ib/size) 2=1840/0.5-8,11=1840/0.5-8 Max Horz 2=304(LC 11) . Max Uplift2=-137(LC 12),11=-137(LC 13) Max Gray 2=1983(LC 20),11=1984(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2935/704,3.27=-28651564,4-27=-2754/587,4-5=-2162/623,5.28=702/291, 6.28=-566/307,6-7=-510/298,7-29=-5581304,8-29=-694/288,8-9=-2163/624, 9-30=-2756/587,10-30=2866/563,10-11=-2938/704 BOT CHORD 2-18=444/2572,17-18=443/2579,16-17=-437/2584,15-16=-156/2350,14-15=-438/2367, 13-14=-444/2353,11-13=-44512346 WEBS 3-18=-382/76,3-16=-447/353,4-16=-17/915,5-19=-1983/409,19-20=-1979/411, 8-2(=1994/412,9-15=-17/913,10-13=-380/82,10-15=-447/353 NOTES- (14-15) 1)Attached 12-0-0 scab 3 to 6,back face(s)2x4 SP M 31 with 1 row(s)of 10d(0.131'X3")nails spaced 5'o.c.except:starting at 5-8-7 from end at joint 3,nail 1 row(s)at 4"o.c.for 2-6-11. 2)Attached 12-0-0 scab 7 to 10,back face(s)2x4 SP M 31 with 1 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 3-7-11 from end at joint 7,nail 1 rows)at 4"o.c.for 2-6-11. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=28ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Ceiling dead load(5.0 psf)on member(s).4-5,8-9,5-19,19-20,8-20; Wall dead load(5.Opsf)on member(s).4-16,9-15 10)Bottom chord live load(30.0 psi)and additional bottom chord dead load(10.0 psi)applied only to room.15-16 Continued on page 2 4 A WARNNG-Verfy design parameters and READ NOTES ON THIS AND NCLUDED MTEK REFERENCE PAGE er41.7473 rev.1010312015 BEFORE USE. lilt Design said for use only wan MiTekub connectors.This design is based oNy upon parameters sham,and is for an ndividuai buildng component.not a truss system.Before use,the building designer must verify the applicability d design parameters and properly incorporate thus design into the overall building design. Bracing indicated is to prevent bullring ofinss4dual 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,deivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,D913-89 and BCSI Bulidng Component 6504 Parke East Band. Safety Information available from Truss Plate institute,21 B N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 78918220 782729 109 ATTIC 3 1 Job Reference(optional) Builders FistSource, Jacksonville,Fl 32244 7.640 s Apr 19 2016 MTek Industries.Inc. Fri Jun 24 10:27:42 2018 Page 2 ID:vsyUilE esLX0JMDhv93Tmz3Puy-?4OmwihEhduAW0M46cULt33U559COZg6My9bfz4z36aV NOTES- (14-15) 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 11. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MO-7473 rev.10/03/2915 BEFORE USE. Oesign valid for use only with MiTNo connectors.This design is based only upon parameters shown,and is for an individual budding component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buadng of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stabifty 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/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormalion available from Truss Plate Institute,218N.Lee Street,Suite 312,Nexandria,VA 22314. Tampa.FL 38810 1 Wo V. 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Oa3 r P!I SIa:S �S '!... !••�1 �: ro x ro s s3a s! :::Iiiti. = . ::!::1s ' gg ER SS ! � L b bZ� O m� iia a '.< 1 25 k4 z3 } :i38.111Li. o'z• R n9" 4 - �s �^ ssv�' r � "''8 �B� lQC :-:;la �� � �� � vRAw +0 mfv 9Rg �1Ri S'!'pe`., ;IE,-, :FE: "' 99 s s ' s nsmmmy ,u a � w �• �g��5 $g' 9 �'2 ERCffRt - � rt, n TA 0 TS,'"' Rayl o. SL �F, 'f.,: l 1%441 .6Ql A6c IF. a'^ 1s 11 ':' i Is r m 0,..- N y, F g E iii ;Lill K :•- pp �mmm w, I- ,_3; it 11185.-1 l!xi6 So 4 ¢� R_ :If i, , $ 1E O 6 O aIN O C / !!-1a ii. s ^` 6': S`R,l !J, lt z• s^ m m m RN A \Y gtS. �� in ;CFeL lips sN o � F x x x ...IE. 3 I F O R T E • MEMBER REPORT Level,BM1 PASSED 3 piece(s) 1 3/4" x 16" 1.9E Microllam® LVL Overall Length: 18'11 1/2" • • o c I I 18'11 112 4, CI o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 6803 0 18'9 1/2" 8859(2.25") Passed(77%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 5690 0 1'9 1/2" 15960 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 31183 @ 9'6 3/4" 46671 Passed(67%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) 0.428 @ 9'6 3/4" 0.461 Passed(1/518) -- 1.0 D+1.0 L(All Spans) Design Methodology:Aso Total Load Deft.(in) 0.607 0 9'6 3/4" 0.923 Passed(1/365) — 1.0 D+1.0 L(All Spans) •Deflection arteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced i at 11'713/16"qfc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Column Cap-steel 5.50" 4.25" 1.76" 2065 4934 6999 1 1/4"Rin Board 2-Column Cap-steel 3.50" 2.25" 1.73" 2029 4848 6877 1 1/4"Rim Board •Rin Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 18'11 1/2" 1' 15.0 40.0 Amential-Living 2-Uniform(PLF) 0 to 18'11 1/2" N/A 178.0 476.0 F05 FLOOR TRUSSES Weyerhaeuser Notes ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdains any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cc1i/services/s_CodeReports.aspx. IThe product application,input design loads,dimensions and support information have been provided by Forte Software Operator - - li Forte Software Operator Job Notes 6/24/2016 9:12:38 AM Jeremy Payne Forte v5.0,Design Engine:V6.4.0.40 Builders First Source 782729BEAMS.4te (904)772-6100 • Jeremy payne'd�lbldr.corn Page 1 of 1 F O R T F MEMBER REPORT Level. BM2 PASSED 2 piece(s) 1 3/4" x 16' 1.9E Microllam® LVL Overall Length:7'6" I I T 6" I 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual O Location Allowed Resort LDF Load:Combination(Pattern) ----1 System:Floor Member Reaction(lbs) 3846 @ 7'4" 5906(2.25") Passed(65%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2080 @ 5'10 1/2" 10640 Passed(20%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 6130 @ 4'1" 31114 Passed(20%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) 0.027 @ 3'9 9/16" 0.179 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.038 @ 3'9 9/16" 0.358 Passed(1/999+) — 1.0 D+1.0 L(All Spans) •Deflection criteria:L1(1/480)and TL(1/240). •8raaddng(Lu):AN compression edges(top and bottom)must be braced at T 3 I/2"o/c unless detailed Otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Sum Total Available Required Dead Move oor Total Accessories 1-Column Cap-steel 3.50" 2.25" 1.50" 932 2328 3260 1 1/4"Rm Board 2-Column Cap-Sted 3.50" 2.25" 1.50" 1124 2841 3965 1 1/4"Rin Board •Rin Board is assumed to carry aN loads appied directly above T,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (L00) Comments 1-Uniform(PSF) O to T 6" 1• 15.0 40.0 Residential-living Areas 2-Uniform(PLF) 0 to T 6" N/A 199.0 529.0 F07 FLOOR TRUSSES 3-Uniform(PLF) 4'1"to T 6" N/A 99.0 264.0 F28 FLOOR TRUSSES Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under tedinical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.ccm/servioes/s_CadeRepart5.aspx. The product application,input design loads,dissensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 6/24/2016 9:16:30 AM Jeremy Payne Forte v5.0,Design Engine:V6.4.0.40 Builders First Source 782729BEAMS.4te (904)772-6100 )eremy.paynelabIdr.com Page 1 of 1 ( F O R T E • MEMBER REPORT Level,BM3 PASSED 2 piece(s) 1 3/4" x 16" 1.9E Microllam® LVL Overall Length:6'5" 1 + 5" 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4526 @ 2" 5906(2.25') Passed(77%) -- 1.0 D+0.75 L+0.75 Is(All Spans) Member Type:Flush Beam Shear(lbs) 5394 @ 4'5" 13300 Passed(41%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 12940 @ 3'6" 38893 Passed(33%) 1.25 1.0 D+1.0 Lr(All Spans) Budding Code:IBC Live Load Deft.(in) _ 0.032 0 3'6" 0.143 Passed(L/999+) -- 1.0 D+1.0 if(All Spans) Design Methodology:ASD Total Load Defl.(in) _ 0.054 @ 3'6" 0.285 Passed(1/999+) — 1.0 D+1.0 Lr(All Spans) •Deflection criteria:U.(1/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'21/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. _ Bearing Length Loads to Supports(Its) Supports Total Available Required Dead Floor Roof Total Accessories Live Live 1-Column Cap-steel 3.50" 2.25" 1.72" 1900 1273 2293 5466 1 1/4"Rim Board 2-Column Cap-steel 8.00" 6.75" 2.33" 2571 1570 3218 7359 1114"Rim Board •Rim Board Is assumed to cany al loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (nonsnow:1.25) Comments Res1-Uniform(PSF) 0 to 6'5" 1' 15.0 40.0 - Arreaea ental Living As 2-Point(Ib) 3'6" N/A 3307 - 5511 102 GIRDER TRUSSS 3-Uniform(PLF) 0 to 6'5" N/A 140.0 372.0 - F19 FLOOR TRUSSES 4-Uniform(PLF) 3'9 1/2"to 6'5" N/A 28.0 76.0 - F30 FLOOR TRUSSES Weyerhaeuser Notes (i)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdains any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.c m)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,budder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.corn/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/24/2016 9:09:09 AM Forte v5.0.Design Engine:V6.4.0.40 Jeremy Payne Builders First Source 782729BEAMS.4te (904)772-6100 jeremy payne@bldr corn Page 1 of 1