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HomeMy WebLinkAboutEngineering, Mitek ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 74507 - 5202 PINETREE DR MiTek USA Inc. Site Information: 6904 Parke East Blvd. Customer Info: KURT JETT Project Name: Addition Model: Tampa,FL33610-4115 Lot/Block: Subdivision: Address: unknown i City: St Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 170 mph i Roof Load: 37.0 psf Floor Load: N/A psf This package includes 19 individual, Truss Design Drawings and 0 Additional Drawings. I 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. I Seal# Truss Name I Date No. I Seal# Truss Name Date 1 IT115858651A 7/13/17 118 1 T11585882 1 VID 7/13/17 12 1 T11585866 I-Ai 1 7/13/17 119 I T11585883 1 VE 1 7/13/17 . 1 3 T1 1585867 1 A2 1 7/13/17 14 LT1 1585868 1 A3 1 7/13/17 5 T11585869 1 A4 1 7/13/17 I6 T1 1585870 1 A5 1 7/13/17 7 T11585871 1 A6 1 7/13/17 18, T1 1585872 1 GRA 1 7/13/17 19 I T11585873-I J 1 1 7/13/17 LO _I T1 1 585874 1 J3 1 7/13/17 Ill I T11585875 I J5 1 7/13/17 112 I T11585876 I J7 1 7/13/17 113 1 T1 1585877 1 KJ7 1 7/13/17 114 f T1 1585878 1 V20 1 7/13/17 15 1 T1 1585879 1 VA 1 7/13/17 116 1 T1 1585880 1 VB 1 7/13/17 17 I T11585881 1 VC 1 7/13/17 The truss drawing(s)referenced above have been prepared by `����'j1° MiTek USA,Inc. under my direct supervision based on the parameters %% N. provided by Chambers Truss. �:��`�•• �c•;�2�'.�� Truss Design Engineer's Name: Albani, Thomas 9380 My license renewal date for the state of Florida is February 28,2019. = cc-g IMPORTANT NOTE: The seal on these truss component designs is a certification ST ZE O F V✓ that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters 10i0,n'•�A" P •����� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��� O R N given to MiTek. Any project specific information included is for MiTek's customers i ss'/••'•• ����� file reference purpose only,and was not taken into account in the preparation of ������N these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer MAIM No.39380 should verify applicability of design parameters and properly incorporate these designs Iinto the overall building design per ANSI/TPI 1,Chapter 2. a . p L 33610 Date: July 13,2017 Albani,Thomas 1 of 1 i Job Truss Truss Type i Qiy Ply 5202 PINETREE DR �11585865 74507 A Common 5 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:01.2017, Page 1 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-RF?Qyz4fCE UxO76gUuHgxecvgjV?j U W,TApOzUOyyY_i �1-0- 8-3-7 13-7-3 20-0-0 26-4-13 31-8-9 40-0-0 f 41-o-p 0- 8-3-7 5-3-11 6-4-13 6-4-13 5-3-11 8-3-7 9-0-0 Scale=1:67.3 3.00 FIT 5x6= 3x4% 6 3x4 z 4x6% 24 25 4x6 5 7 8 3x4 Q 4 3x4 3 9 23 26 i a1 2 10 1f a �} I� 16 15 14 13 12 d 3x4= 5x6 W B= 3x8— 5x6 W B= 3x4= 3z8= 3x8= l 10-6-8 20-0-0 29-5-8 40-0-0 10-6-8 9-5-8 9-5-8 10-6-8 Plate Offsets(X,Y)-- f4:0-3-0,Edge),[8:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.46 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -1.15 14-16 >418 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.25 10 n/a n/a" BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.69 14-16 >696 240 Weight:176lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 PTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,10=1534/0-8-0 Max Horz 2=-107(LC 10) Max Uplift 2=-1007(LC 12),10=-1007(LC 12) 4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4504/3200,3-5=-4207/2986,5-6=2987/2235,6-7=-2987/2235,7-9=4207/2986, 9-10=-4504/3200 BOT CHORD 2-16=-2982/4318,14-16=-2541/3690,12-14=-2557/3690,10-12=-2998/4318 WEBS 6-14=-674/1097,7-14=972/792,7-12=-259/571,9-12=-367/402,5-14=-972/792, 5-16=-259/571,3-16=367/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=1511;B=45ft;L=4011;eave=5ft;Cat. ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 20-0-0,Extedor(2)20-0-0 to 24-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift at joint 10. I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. ' Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I I i Job Truss Truss Type ° Qt)1 Ply 5202 PINE TREE DR Tt11585666 74507 At Hip 1 1 Job Reference(optional) I Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:03 2017 JPage 1 I D:XiFhlc4QwNrH7rrwg9GOxDz3iYA-Nd7BNf5wkrkedRG3bJJ103iFxXBQBRNItl7V4ZvyyY_g �1-0-Q 8-3-7 13-7-3 19-0-0 21-0-0 26-4-13 31-8-9 40-0-0 41 0-Q 0- 8-3-7 5-3-12 5-4-13 2-0-0 5-4-13 5-3-12 8-3-7 h-0-d Scale=1:69.6 3.00 12 5x6= 5x12= 6 7 4x6% 3x4% 3x4� 4x6 Zz 5 8 3x4�� 4 9 3x4/i 3 10 v 4' ur 25 26 e 1 2 11 12 a Ri I,7 O 18 17 16 15 14 13 3x4= 5x6 WB= 3x8— 3x4— 5x6 WB= 3x4= 3xB= 3x8= 10-6-8 19-0-0 21-0 0 29-5-8 40-0-0 10-6-8 8-5-8 2-0-0 8-5-8 10-6-8 Plate Offsets(X,Y)-- [4:0-3-0,Edgel,(7:0-6-0,0-2-0),(9:0-3-O,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.46 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.13 13-15 >426 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.25 11 n1a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.69 13-15 >696 240 Weight:187lb FT=201% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,11=1534/0-8-0 Max Horz 2=-102(LC 10) Max Uplift 2=-1007(LC 12),11=-1007(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4508/3370,3-5=-4205/3160,5-6=3084/2441,6-7=-2971/2427,7-8=-3081/2439, 8-10=-4206/3160,10-11=-4508/3370 BOT CHORD 2-18=-3164/4322,16-18=-2714/3683,15-16=-2082/2967,13-15_2721/3683, 11-13=-3171/4323 WEBS 3-18=-379/408,5-18=-263/569,5-16=-867l762,6-16=-399/552,7-15=376/550, 8-15_870/765,8-13=264/571,10-13=379/407 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15111;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 19-0-0,Exterior(2)19-0-0 to 21-0-0,Interior(1)26-4-13 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift at joint 11. I I i Q WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev.10103,2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown.and Is for an individual building component,not � ! a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build) design. Bracing Indicated Is to event buckling of individual truss web and/or chord members only.Additional temporary and permanent bract �g g g a g y po ry pe ^g MiTek' Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type r Qty Ply 5202 PINETREE DR T11585867 74507 A2 Hip 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8,010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:04 2017 JPage 1 I D:XiFhlc4QwNrH7rrwg9GOxDz3iYA-rghZa?6YU9sVFbrF9DgXZGEQSwW Rw?9vsnFe5LyyY_f 1-0- 8-3-7 13-7-3 17-0-0 23-0-0 26-4-13 31-8-9 40-0-0 1.0- 1-0- 8-3-7 5-3-12 3-4-13 6-0-0 34-13 5-3-12 8-3-7 0- Scale=1:69.6 3.00 12 5x6= 5x12= 3x4 zz 3x4 O 3x4 627 728 8 3x4 4x6% 5 US 26 29 4 3 9 10 v i'' 25 30 v v.1 2 11 12 v rl03 Tc? 6 0 18 17 16 15 14 13 3xB= 3x4= 5x6 WB= 3x8 3x4 5x6 WB= 3x4= &B= 10-6-8 17-0-0 23-0-0 29-5-8 40-0-0 10-6-8 6-5-8 6-0-0 6-5-8 10-6-8 Plate Offsets(X Y)-- f4:0-3-0 Edgel f7:0-6-0,0-2-01,r9:0-3-0,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.45 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -1.04 15-16 >463 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.24 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.68 15 >705 240 Weight:184lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 h REACTIONS. (lb/size) 2=1534/0-8-0,11=1534/0-8-0 Max Horz 2=-92(LC 10) Max Uplift 2=-1007(LC 12),11=-1007(LC 12) L FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4504/3579,3-5=-4190/3345,5-6=-3346/2810,6-7=-3243/2770,7-8_3345/2809, 8-10=4190/3345,10-11=4504/3579 BOT CHORD 2-18=-3369/4320,16-18=2863/3673,15-16=-2455/3242,13-15=-2868/3672, 11-13=-3374/4319 WEBS 3-18=396/426,5-18=284/554,5-16=-631/592,6-16=-349/556,7-15=-386/557, 8-15=-631/592,8-13=-285/555,10-13=-396/426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 17-0-0,Exterior(2)17-0-0 to 28-7-14,Interior(1)28-7-14 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift at joint 11. i ®WARMING-Verity de=fan paratr•.eters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE I!1!1-7473 rev.1e'03,2015 BEFORE USE. 1, Design valid for use ody with Miek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability,of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Mexanddm VA 22314. Tampa,FL 33610 Job Truss Truss Type QV Ply 5202 PINE FEE DR T11585868 74507 A3 Hip 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:05'2017 Page 1 -2 ID:XiFhlc4 QwNrH7rrwg9GOx3Dz3iYA-KOFxoL7AFTMsIQRjkLm5Unam KSrf la25R—BdnyyY_e 20-o-o 2 - -00- 4 -0-0 .0- 8-1-2 15-0-0 5040 5-0-0 5-0-0 -1-2 0- 00- -1 6-10-14 61-11-114 8 Scale=1:69.6 3.00 FIT 5x6= 3x4 5x6= = 3x4 5 266 27 7 3x4 5x6 WB% 5x6 WB� 3 4 25 28 g 9 v 0 v 24 29 y v 1 2 10 11 a � g I — o 17 16 15 14 13 12 3x8= 3x4 11 5x8MT1BHS= 3x8= 3x4 11 3x8= 3x8= 5x8 MT18HS= I i 8-1-2 15-0-0 25-0-0 31-10-14 40-0-0 8-1-2 6-10-14 10.0-0 6-10.14 8-1-2 Plate Offsets(X Y)-- f3:0-3-0 Edge1 f9:0-3-0 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well . L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.46 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.25 14-15 >385 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.70 12-14 >689 240 Weight:180lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-10-3 oc bracing. WEBS 2x4 SP No.3 QTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,10=1534/0-8-0 Max Horz 2=-81(LC 10) Max Uplift 2=1007(LC 12),10=1007(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=4565/3650,4-5=3692/3003,5-6—3558/2990,6-7=-3558/2990,7-8=3692/3003, 8-10—4565/3650 BOT CHORD 2-17=-3444/4380,15-17=-3444/4380,14-15—2876/3728,12-14=-3449/4380, 10-12=3449/4380 WEBS 4-15=907f787,5-15=-351/570,6-15=-412/338,6-14=412/338,7-14=-351/570, 8-14=907/787 I li NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=170mph(3-secbnd gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15fh B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 15-0-0,Exterior(2)15-0-0 to 30-7-14,Interior(1)30-7-14 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift at joint 10. I ®wyARNING--Verify design parameters and READ NOTES ON THIS AND INCLUDED PIMK REFERANCE PAGE M.0-7473 rev.1!10Z2015 BEFORE USE. Design valid for use only with MITek®connectors.`.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and fnr55 systems,seeANSI/TPI I Quality Criterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd.; Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 5202 PINE TREE DR T71585869 74507 A4 Hip 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:0612017I Page 1 I D:XiFhlc4QwNrH7rrwg9GOxDz3iYA-oCpJ?heo0m6DUu?eGRt?ehKmgkBiOgYCKSkkAEyyY_d 1-0-Q 7-0-11 13-0-0 20-0-0 27-0-0 32-11-5 40-0-0 4L0__Q -0- 7-0-11 5-11-5 7-0-0 7-0-0 5-11-5 7-0-11 h0-d Scale=1:68.5 5xl2 MT18HS= 3.00 12 3x4 11 5x12 MT18HS= 4 24 25 5 26 27 6 3x4 3x4 zzz 3 7 v , 23 28 m �1 2 8 9 v � Im 6 0 16 15 14 13. 12 11 10 M— 3x4 II 5x6 WB— M= 3x4= 3x4 II 3x8- 3x4= 5x6 W B= i 7-0-11 13-0-0 20-0-0 27-0-0 32-11-5 40-0-0 r 7-0-11 5-11-5 7-0-0 7-0-0 5-11-5 7-0-11 Plate Offsets(X Y)-- f4:06-0,0-2-01,(6:0-6-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.53 13 >900 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.22 13-15 >394 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.26 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.80 13 >597 240 Weight:183lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,8=1534/0-8-0 Max Horz 2=-71(LC 10) Max Uplift 2=1007(LC 12),8=-1007(LC 12) v , FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4586/3726,3-4=-3949/3236,4-5=-4381/3624,5-6=-4381/3624,6-7=-3949/3236, 7-8=4586/3725 BOT CHORD 2-16=-3525/4403,15-16=-3525/4403,13-15=-2947/3810,11-13=-2950/3810, 10-11=-3528/4403,8-10=-3528/4403 !' WEBS 3-15=662/610,4-15=-164/411,4-13=-584/836,5-13=-423/503,6-13=-584/836, 6-11=-1641411,7-11=662/610 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 13-0-0,Exterior(2)13-0-0 to 32-11-5,Interior(1)32-11-5 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift j at joint 8. I i i ®WA RIVING-Vedt�tesiarz Paramefesa:rd REAr3FGTES 0,-1.IS AND I.P.CLUVED AN-,EI REF_RA::a._PA_c F.11 n73 rest M' BEFORE USE Il Design valid for use only with MiTekG connectors fits design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' i Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i 1 Job Truss Truss Type Qt� Ply 5202 PINETREE DR i T11585870 74507 A5 Hip 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:0712017 Page 1 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-GPNh D09Qn4E462agg90EBvsxl8X27FU LYITIigyyY_c 1-0- 7-2-1 11-0-0 17-0-9 22-11-7 29-0-0 32-9-15 40-0-0 io- -0- 7-2-1 3-9-14 6-0-9 5-10-133-9-75 7-2-2 Scale=1:68.5 J 3.00 F12 5x12 MTi BHS= Sx8 MT18HS 5x12 MT18HS= = 4 28 629 6 730 31 8 3 9 �227 32 y 26 33 6 a1 2 1011v ° dl T7 d o 19 18 17 16 15 14 ' 13 12 3x8= 5x6 MT18HS= 3x10= 5x8 MT18HS= 3x8= 7-2-1 11-0-0 17-0-9 22-11-7 29-0-0 32-9-15 40-0-0 7-2-1 3-9-14 6-0-9 5-10-13 6-0-9 3-9-15 7-2-2 Plate Offsets(X Y)-- f4:0-6-0 0-2-01 f6:0-4-0 Edqel 18:0-6-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.63 15-16 >764 360 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.78 Vert(TL) -1.44 15-16 >333 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.95 15-16 >507 240 Weight:182lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-8-10 oc bracing. i WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,10=1534/0-8-0 Max Horz 2=61(LC 11) Max Uplift 2=-1007(LC 12),10=-1007(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4505/3666,3-4=-4147/3400,4-5=-4993/4060,5-7=-4993/4060,7-8=-4994/4062, 8-9=-4147/3400,9-10=4505/3667 BOT CHORD 2-19=-3457/4320,18-19=3457/4320,16-18=-3119/4022,15-16=-3837/4994, 13-15=3124/4022,12-13=-3463/4321,10-12=-3463/4321 WEBS 3-18—365/381,4-18=-171/326,4-16=-898/1206,5-16=-336/420,7-15=392/419, 8-15=-900/1207,8-13=170/326,9-13=366/382 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 11-0-0,Extedor(2)11-0-0 to 34-7-14,Interior(1)34-7-14 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. i 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift i at joint 10. 1 ®WARN.fMG-lrerf y design psr .awwtars a::d READ^!O'TES 0,1 THIS AND INC-1 U0E0 WTE.Y REFERA WE PAGE MV-7s.3 re-4 W 2^_?S SEMRE USE. ' Design valid for use only with MiTek®connectors.,.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord'members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandda,VA 22314. Tampa,FL 33610 i i Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585871 74607 A6 Hip 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:09;2017 Page 1 I D:Xi Fhlc4QwNrH7rrwg9G0xDz3iYA-CnUSdiAhJhUoLMjCyaOiGKxAGxBJb9De03yPmzyyY_a 0 66--66--11 5 649 23-7-7 3140 40-0-0 TI -0- 7- 6-6-1 2 -- 74-9 7-2-13 0- Scale 1:68.5 3x4 11 3.00 12 5x12 MTiBHS= 5x12 MT18HS= 3x4� 3x4= 5x8 MT18HS W6= 3x4 i 3 4 26 2728 5 6 7 2930 31 8 9 24 25 12:= 33 32 rai 2 1011 a N Im o — o 17 16 15 14 13 12 3x8= 3x4= 5x8 MTi8HS= 4x12= 3x4= 3x8 3x10= 5x8 MT18HS= 9-0-0 16-4-9 23-7-7 31-0-0 40-0-0 9-0-0 7-4-9 7-2-13 7-4-9 9-0-0 Plate Offsets(X Y)-- f4:0-8-0 0-2-8] f6:0-4-0 Edge] f8:0-8-0 0-2-e1 f15:0-3-8 0-1-e1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.80 14-15 >599 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.85 14-15 >259 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.29 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 1.21 14-15 >397 240 Weight:177lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except` TOP CHORD Structural wood sheathing directly applied. 4-6,6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-15,8-14 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1534/0-8-0,10=1534/0-8-0 Max Horz 2=-51(LC 10) y Max Uplift 2=1007(LC 12),10=-1007(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4492/3730,3-4=-4365/3538,4-5=-6038/4858,5-7=-6041/4859,7-8=-6041/4859, 8-9=4364/3538,9-10=-4492/3730 BOT CHORD 2-17=3515/4305,15-17=-3281/4246,14-15=-4667/6038,12-14=-3286/4245, 10-12=3520/4305 , WEBS 3-17=103/273,4-17=-69/275,4-15=-1527/2000,5-15=-445/491,7-14=409/497, 8-14=-1528/2003,8-12=-69/275,9-12=-103/274 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 9-0-0,Exterior(2)9-0-0 to 36-7-14,Interior(1)36-7-14 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 2 and 1007 lb uplift at joint 10. ®WARNING-Verity design parameters and READ NOTES ON THIS At.D l,.CLUDED 1-?rrEKREFERAN-CE PAGE 01F 7473 rev.1Lvic-015 3E-ORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Qiy Ply 5202 PINETREE DR T11585872 74507 GRA Hip Girder 1 3 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:14,20171 Page 1 0 44--00--88 27--101-08 12-3-7 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-ZI I LhQEp8E75R7cAk7OtzNf5Uy?MG-PCN9LgASmyyY_V 219 33-0-0 35-1111-8 0-0-0 0- 5-3-7 5-3-7 0-5 4 i 7 Scale=1:68.8 i 3.00 F12 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7x8 MTI SHS= 7x8 MT18HS= NAILED NAILED NAILED 4x4= NAILED 4x4= 6x6=3x4 II NAILED 4x4= NAILED 3 24 25 4 26 27 28 529 30 6 731 32 33 34 8 35 36 9 4x8= F�l 4x8 1a r�1 2 101117 cov o 0 19 37 38 18 39 40 17 16 41 42 43 15 1444 45 46 13 47 48 12 3x4 II NAILED 6x8= 5x8 MT18HS= NAILED NAILED 4x8 6x8= NAILED 3x4 11 Special 5x8 MTISHS= Special NAILED NAILED NAILED 4x4= NAILED NAILED NAILED NAILED NAILED I 4-0-8 , 7-0-0 12-3- -11 7 17-5-2 22-6-14 27-8-9 33-0-0 35 -8 , 40-0-0 , 4-0-8 2-11-8 5-3--7 5-1-11 5-1-11 5-1-11 5-3-7 2-11-8 4-0-8 Plate Offsets(X Y)-- f3:0-2-0 0-3-12j�6:0-4-0 Edge)�9:0-2-0 0-3-12) f13:0-3-8 0-3-01 (18:0-3-8,0-3-0) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.87 15-16 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -1.96 15-16 >245 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Wind(LL) 1.39 15-16 . >346 240 Weight:679lb FT=20'6 LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except` TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins. 3-6,6-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing. j BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 2=3222/0-8-0,10=3222/0-8-0 Max Horz 2=-41(LC 23) Max Uplift 2=2253(LC 8),10=-2253(LC 8) i i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-12362/8490,3-4=17731/12075,4-5=-20469/13858,5-7=-20302/13742, 7-8=-20302/13742,8-9=-17765/12098,9-1 0=-1 2360/84 89 BOT CHORD 2-1 9=-81 44/1 1 971,1 8-1 9=-81 91/1 2047,16-18=11945/17726,15-16=-13734/20469, 13-15=11969/17760,12-13—8190/12044,10-12=8143/11969 WEBS 3-19=-545/886,3-18=-3942/6099,4-18=-1661/1244,4-16=-1874/2925,5-16=554/508, 7-15=-522/498,8-15=1728/2718,8-13—1628/1222,9-13=3968/6136,9-12=540/879 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-2 rows staggered at 0-7-0 oc,Except member 18-3 2x4-1 row at 0-9-0 oc,member 4-18 2x4-1 row at 0-9-0 oc,member 16-4 2x4-1 row at 0-9-0 oc,member 5-16 2x4-1 row at 0-7-0 oc,member 15-5 2x4-1 row at 0-9-0 oc, member 7-15 2x4-1 row at 0-7-0 oc,member 15-8 2x4-1 row at 0-9-0 oc,member 8-13 2x4-1 row at 0-9-0 oc,member 13-9 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=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft L=40ft;eave=5ft Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2253 lb uplift at joint 2 and 2253 lb uplift at joint 10. 10)"NAILED"indicates 3-1 Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)506 lb down and 454 lb up at 7-0-0,and 506 lb down and 454 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s)is the others. ®WARFditdG-Lerf r design parameters and P.EAD NOTES ON THIS AND WC_UDcn 1111 r=K RFFERANCE PACE nSL'-T473 re:c?a•S^_315 BEFORE JI Design valid for use only with MifekO connectors-This design is based only upon parameters shown,and is for an Individual building component,not CC C7� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall -•Y building design. Bracing Indicated is to prevent truckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd., i Safety Information available from Truss Plate Institule.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type city. Ply 5202 PINETREE DR T11585872 74507 GRA Hip Girder 1 3 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:14 2017 Page 2 I D:XiFhfc4QwNrH7rrwg9GOxDz3iYA-ZI I LhOEp8E75R7cAk70tzNf5Uy?MGPCN9LgASmyyY_V LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9 54,9-11=-54,2-1 0— =-20 Concentrated Loads(lb) Vert:3=-110(F)6=-110(F)9—110(F)19=506(F)12=506(F)24=-110(F)25=110(F)26=110(F)28=110(F)29=-110(F)30=110(F)31=-110(F)32=-110(F) 34=-110(F)35=110(F)36=110(F)37=-69(F)38=-69(F)39=-69(F)40=-69(F)41=69(F)42=-69(F)43=69(F)44=-69(F)45=-69(F)46=-69(F)47=69(F)48=-69(F) ®WARNING-Verify desban perematars and READ NOTES ON THIS AND INCLUDED E' W REFERANCE PAGE M11-:173 rev.1247M015 SEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of frusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.' Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I I l Job Truss Truss Type City Ply 5202 PINETREE DR T11585873 74507 J1 Jack-Open 4 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:14 20171 Page 1 1 D:Xi Fhlc4QwNrH7rrwggGOxDz3iYA-ZI I LhOEp8E75R7cAk7OtzNfBUy6oGbNN9LgASmyyY_V -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:5.5 ' 2 3 3.00 12 o 0 • 1 v ' N O O 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL). 0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Wind(LL) -0.00 2 >999 240 Weight:alb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-56/Mechanical,2=163/0-8-0 � Max Harz 2=41(LC 12) Max Uplift 3=-56(LC 1),2=250(LC 12) Max Grav 3=104(LC 12),2=163(LC 1) FORCES. (lb)-Marx.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opst;h=15ft B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)'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. 3) Refer to girder(s)for truss to truss connections. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 250 lb uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. , I i 1 i ®WARNING-Verify des/gn parameters and READ NOTES ON THIS At40 fe4CLUDED M-1 E9.REFERANCE PAGE 1411-7473 rev.1Gra312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M1iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i i Job Truss Truss Type =QPly 5202 PINETREE DRT158587474507 J3 Jack-Open 1 Job Reference o tional Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:15'2017 Page 1 ID:XiFhlc4QwNrH7rrwggGOxDz3iYA-IxrjulFRvXFx3HBMIgX6VbBPYMQ8?2d ?Pj�CyyY_U -1-0-0 3-0-0 1-0-0 3-0-0 I Scale=1:8.1 3 8 3.00 Fi2 2 1 i i 4 i 3x4= 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 _ Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.01 7 >999 240 Weight:11 lb FT,=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=62/Mechanical,2=172/0-8-0,4=38/Mechanical Max Horz 2=68(LC 12) Max Uplift 3=51(LC 12),2=-161(LC 12),4=7(LC 12) Max Grav 3=62(LC 1),2=172(LC 1),4=48(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=15ft;B=45ft L=24ft;eave=4ft Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 lb uplift at joint 3,161 lb uplift at joint 2 and 7 lb uplift at joint 4. i I i I I i ®WARNING-Ved4l desfan Parana!_:s and READ NOTES ON THIS A.VD r eCLUDED 167EK REFERA%CE P&GE r'.?-7673 rex 10 _015 EEFa=E USE. ®t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mug �ry a truss system.Before use,the building designer must verify the applicability,of design parameters and property incorporate this design into the overall i building design. Bracing indicated Is to prevent buckling of Individual taus web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.l Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 1 I i Job Truss Truss Type Ory Ply 5202 PINETREE DR T11585875 74507 J5 Jack-Open 4 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:16 2017I Page 1 I D:XiFhlc4QwNrH7rrwg9G0xDz3iYA-V7P555F4grNohRmZSY2L2okSbmeW kVtgdf9G W fyyY_T 1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:11.7 3 i 3.00 FIT 9 a a 8 N 2 1 4 3x4= i 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.08 4-7 >779 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Wind(LL) 0.07 4-7 >861 240 Weight:17lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I � REACTIONS. (lb/size) 3=113/Mechanical,2=242/0-8-0,4=64/Mechanical Max Horz 2=98(LC 12) j Max Uplift 3=-103(LC 12),2=197(LC 12),4=-12(LC 12) Max Grav 3=113(LC 1),2=242(LC 1),4=85(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Y NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15fh B=45ft;L=24ft;eave=4ft Cat. ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift at joint 3,197 lb uplift at joint 2 and 12 lb uplift at joint 4. i i i I i I i i I ®E-dRl!rF;ds-Verify d_!en parameters and RRAO NOTES ON THIS AN INCLUDED F.9ffc'KREFER3N.CE PAGEinE-;473 re- ;ESA"_?iSEEF^RE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11710T1�k, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I 1 Job Truss Truss Type Qty Ply 5202 PINETREE DR T 1585876 74507 J7 Jack-Open 14 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:16'2017I Page 1 I D:Xi Fhic4QwNrH7rrwggGOxDz3iYA-V7P555F4grNohRmZsY2L2okW QmjYkVtgdf9G�fyyY_T 1-0-0 7-0-0 j 1-0-0 7-0-0 Scale=1:15.4 3 3.00 FIT 9 a • � o B N C6 2 1 4 3x4= 7-0-0 700 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.09 4-7 >939 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 4-7 >354 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014TFP12007 Matrix-MS Wind(LL) 0.16 4-7 >507 240 Weight:23lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puflins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=315/0-8-0,4=89/Mechanical Max Horz 2=128(LC 12) Max Uplift 3=-152(LC 12),2=-237(LC 12),4=15(LC 12) Max Grav 3=164(LC 1),2=315(LC 1),4=123(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. r NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;8=45ft L=24ft;eave=oft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 152 lb uplift at joint 3,237 lb uplift at joint 2 and 15 lb uplift at joint 4. i i i - I ®S-ARNING-b'ere'y deign parameters and READ NOTES ON THIS a;d?- dCLUC•ED 101TEKREFERAN.CE PAGE OT-7473 rev 1C102 015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not -- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional Temporary and permanent bracing MI iTek' Is always required for stability and to.prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd.; Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 i I F I f Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585877 74507 KJ7 Diagonal Hip Girder 2 1 Job Reference(option.a[ Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:18 2017II Page 1 ID:XiFhlc4QwNrH7rrwg9GOxDz3iYA-RWXSWnHKBSdWwkvxzz4p7Dpv9aOSCLIi4zeNi XyyY_R 1-5-0 6-5-0 9-10-1 1-5-0 6-5-0 3-5-0 Scale=1:20.6 NAILED 4 2.12 F12 NAILED NAILED 3x4_ 12 NAILED 3 11 i 2 1 , 13 7 14 6 NAILED NAILED 2x3 I NAILED 3x4= 3x4— NAILED NAILED NAILED 5 6-5-0 9-10-1 6-5-0 3-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.06 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.11 7-10 >b99 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Wind(LL) 0.09 7-10 >999 240 Weight:37lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=73/Mechanical,2=425/0-10-15,5=389/Mechanical ' Max Horz 2=138(LC 4) Max Uplift 4=-71(LC 4),2=-437(LC 4),5=261(LC 4) Max Grav 4=73(LC 1),2=505(LC 28),5=389(LC 1) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1092/743 BOT CHORD 2-7=-800/1061„6-7=-800/1061 WEBS 3-7=-108/297,3-6=-1137/858 i NOTES- j 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=42psf;BCDL=3.Opsf;h=15ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 71 lb uplift at joint 4,437 lb uplift at joint ( Y ) 9 P P 9 P 1 P 1 2 and 261 lb uplift at joint 5. 6)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-8=20 Concentrated Loads Qb) Vert:10=85(F=43,B=43)11=-3(F=-2,B=-2)12=-73(F=-37,B=-37)13=-24(F=12,B=12)14=72(F=36,B=-36) { i A VvAR va"t-des-tgn Fara.meier=srte REAO NOTES ON THIS AND WCLU_ED 07EF:REFEMANCE PAGE F.11:7473 ret:101OZ2015 BEFORE+USE. Design valid for use only with MITekO connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate.this design into the overall r iii building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 i I" I Job Truss Truss Type Qty Ply 5202 PINETREE DR T�11585878 74507 V20 Valley 1 1 J Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:19 2017 Page 1 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-vi5Ek7lyyml NYuU7Xgc2g RM 1 wzlMxr36JdNw7zyyY_Q 10-0-0 20-0-0 10-0-0 10-0-0 Scale:3/8"=l' II i I 4x4= 3.00 12 3 2x3 11 10 11 2x3 11 2 4 9 12 1 5 1 LLI 0 o 0 0 3x4% 8 7 6 3x4 2x3 11 5x6= 2x3 11 I 2000 20-0-0 Plate Offsets(X Y)-- (7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(f L) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014fTPf2007 Matrix-S Weight:62lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb)- Max Horz 1=-42(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,5,7 except 8=267(LC 12),6=-268(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,5,7 except 8=396(LC.21);6=394(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. j WEBS 2-8=-285/336,4-6=285/336 NOTES- j 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft B=45ft;L=241t;eave=oft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,7 except Qt=lb)8=267,6=268. I I i ®WARIAIING-it rL,•cri:sfan_sra:neta:s e,�d READ NOTES OLr TH?S AND?4CLUDED rev.1 N.0i13015 BEFORE USE Design valid for use only with MiTekO connectors.'This design is based only upon parameters shown.and is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall E 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 stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 i i Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585879 74507 VA Valley 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:20 2017 Page 1 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-NvfcxTJ aj4tE923K507HCevGvNBjgl IGYH7UfQyyY_P 18-0-12 36-1-8 j 18-0-12 18-0-12 Scale=1:57.9 3.00 F12 U4= 6 23 3x6= 5 22 7 3x6 zz 34 89 21 2 10 24 1 11 0 -o 6 0 3x4 20 19 18 17 16 15 14 13 12 3x4 3x6= 3x6= 36-1-8 36-1-8 Plate Offsets(X,Y)-- 14:0-2-0,0-1-81,(8:0-2-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix-S Weight:128 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 36-1-8. (lb)- Max Harz 1=-82(LC 10) Max Uplift All uplift.100 lb or less at joint(s)16,1,11 except 17=218(LC 12),19=178(LC 12),20=-258(LC 12), 15=218(LC 12),13=-178(LC 12),12=258(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,11 except 16=268(LC 1),17=322(LC 21),19=266(LC 1), 20=383(LC 21),15=322(LC 22),13=266(LC 1),12=383(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-17=-239/307,2-20=-273/339,7-15=-239/307,10-12=-273/339 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft L=36ft;eave=5fh Cat. ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)1-3-0 to 4-10-3,Intedor(1)4-10-3 to 18-0-12,Extedor(2) 18-0-12 to 21-7-15 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x3 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,1,11 except (jt=lb)17=218,19=178,20=258,15=218,13=178,12=258. i I ®;',,ARM rc-Verify dealyn parameters and RED NOTES ON THIS AND INCLUDED F•TEK REFERANCE PAGE 4!1-7473 rev-1CM,120-?5 SEFOP.E USE. Design valid for use only with MiTek®connectors.'this design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585880 74607 VB Valley 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:21 2017 Page 1 ID:XiFhlc4QwNrH7rrwg9GOxDz3iYA-s5D_9pJCUN?5nCeWf5eWIsRPsnShPj1 Pmxs1CsyyY_O 16-8-0 33-4-0 16-8-0 16-8-0 ScalI=1,53.4 I 4x4= 3.00 12 4 3 16 17 5 2 6 15 18 1 7 akiq b -o o O 3x4' 14 13 12 11 10 9 8 3x4= 3x6= 3x6= I 33-4-0 33-4-0 LOADING (psf). SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-S Weight:114 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-4-0. (Ib)- Max Horz 1=-72(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 1=-137(LC 12),7=-137(LC 12),11=-121(LC 12), 12=137(LC 12),14=-376(LC 12),10=-137(LC 12),8=-376(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,7,12,10 except 11=322(LC 1),14=559(LC 1),8=559(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-14=-393/449,6-8=-393/449 NOTES- 1)Unbalanced roof live loads have been considered for this design. I 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45tt;L=33ft;eave=4fh Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)1-3-0 to 4-6-13,Interior(1)4-6-13 to 16-8-0,Exterior(2)16-8-0 to 19-11-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i 3)All plates are 2x3 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 1,137 lb uplift at joint 7,121 lb uplift at joint 11,137 lb uplift at joint 12,376 lb uplift at joint 14,137 lb uplift at joint 10 and 376 lb uplift at joint 8. I ®WARKRdC-Verify df-Ign pararnerars and READ NOTES ON THIS AND INCLUDED.-ITEK REFERdNCE PAGE MWr7473 rev 10/0312015 BEFORE USE. Design valld for use only with MITek®connectors.'this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 9 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandilm VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585881 74507 VC Valley 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:22 2017 Page 1 ID:XiFhlc4QwNrH7rrwg9GOxDz3iYA-KHnMM9KgFh7yPMDiCo9113_brBp68AL ?bcb IIyyY_N 13-4-0 26-8-0 13-4-0 13-4-0 Scale=1:42.8 I 4x4= 3.00 F12 3 11 12 2x3 11 2x3 11 2 4 10 13 1 5 3x4% 9 8 7 6 3x4 2x3 II 3x6= 2x3 11 2x3 II 1 26-8-0 26-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 ri/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-8-0. (lb)- Max Horz 1=-56(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 1=-107(LC 12),5=107(LC 12),7=-175(LC 12),9=-363(LC 12),6=-363(LC 12) Max Grav All reactions 250lb or less at joint(s)1,5 except 7=377(LC 1),9=535(LC 21),6=535(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-270/276,2-9=-390/434,4-6=390/434 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15it;B=451t;L=27fh eave=4fh Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 13-4-0,Exterior(2)13-4-0 to 16-4-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 1,107 lb uplift at joint 5,175 lb uplift at joint 7,363 lb uplift at joint 9 and 363 lb uplift at joint 6. I WARNING-Varity d_ign pammefers and READ NOTES ON THIS AND MICLDDED WTEK REFERANCE PACE M11-7473 re::1a'0i20:S BEFORE USE. Design valid for use only with MITek®connectors.'This design is based only upon parameters shown,and is for an Individual building component,not _ + a truss system.Before use,the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual buss 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 fabricatiom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 5202 PINETREE DR T11585882 74507 VD Valley 1 1 Job Reference(optional) i Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:23 2017 Page 1 I D:XiFhlc4QwNrH7rrwg9GOxDz3iYA-oU KkZV LTO?FpOW ovmW g_gHXgpb9 W teli EFL8GIyyY_M 6-8-0 13-4-0 6-8-0 6-8-0 Scale=1:21.4 46= 3.00 12 2 i 5 6 7 8 t 3 v a o •o 6 0 3x4 2x3 3x4 z I 13-4-0 13-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (10G) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:38lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=167/13-4-0,3=167/13-4-0,4=467/13-4-0 I Max Horz 1—26(LC 10) Max Uplift 1=-112(LC 12),3=-112(LC 12),4=-275(LC 12) Max Grav 1=175(LC 21),3=175(LC 22),4=467(LC 1) FARCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=308/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=45ft;L=24ft;eave=4ft Cat. ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 6-8-0,Extedor(2)6-8-0 to 9-8-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 1,112 lb uplift at joint 3 and 275 lb uplift at joint 4. i Q WARNING-!rarity design parsar=Ears and READ NOTES ON THIS AND INCLUDED AUTEK REFERA14CE PAGE MM 7473 rau lav=01='BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall WOW bu ilding required for stabliilitty and to prevent buckling nt collapse with i Individual trusspossible personal n and/orweb chord fury andproperty da mage.rs Ny.Additional temporary and F-or general guidance regarding he permanent bracing M tTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 3M Alexandria VA22314. Tampa.FL 33610 Job Truss Truss Type City Ply 5202 PINETREE DR T11585883 74507 VE Valley 1 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 8.010 s Apr 20 2016 MiTek Industries,Inc. Thu Jul 13 08:00:24 2017 Page 1 I D:Xi Fhlc4QwNrH7rrwg9GOxDz3iYA-Ggu7ngM5nl Ngef N5KDBD N U3wW_RJc6srSu5hoByyY_L 3-4-0 6-8-0 3-4-0 3-4-0 Scale=1:12.4 - i I i 3x6= 3.00 12 2 3 1 a I � � =o 0 6 i I 3x4% 3x4 zz I i I 6-8-0 —- - 6-8-0 Plate Offsets(X Y)-- f2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) Na Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:16lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. REACTIONS. (lb/size) 1=154/6-8-0,3=154/6-8-0 Max Horz 1=10(LC 11) Max Uplift 1=96(LC 12),3=-96(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 170P CHORD 1-2=236/448,2-3=-236/448 BOT CHORD 1-3=-401/218 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=15fh 13=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;C-C for members and forces$MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 1 and 96 Ib uplift at joint 3. i I 0 WARNING-Verify design parameters and READ ROTES ON THIS AND MC_UDED 69rrEK P.EFERANCE PACE H11-7473 rev-ic'T2015 BEFORE USE. ) Design valid for use only with MlTeke connectors:This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI i Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i i Symbols Numbering System General Safety Notes =PLATE-LOCATION-AND ORIENTATION -- --- - - -- _ 3 " _- --Center-plate on joint-unless x,y 6-4-8 dimensions shown in ft-in-sixteenths rdllure 1'O FOI_ IOW COUId__C_ause PfOpbl"fy -�—/4 offsets are indicated. - (Drawings-not to scale) - Damage or Personal-Injury - - - Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 r c1-2 cgs 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS Q 4 may require bracing,or alternative Tor I c p bracing should be considered. 3. Never exceed the design loading shown and never Apr U stock materials on Inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate a�a 06-7 designer,erection supervisor,property owner and plates 0-'he"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11.Plate Type,s¢e,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and s¢e,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. -- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mw,i-0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, Nil a is not sufficient. BCSI: Building Component Safety Information, 20,Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet;MII-7,473.rev. 10/03/2015