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HomeMy WebLinkAboutProject Information (2) A Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I MiTek" RE: M11323 -62' Grand Carlton III with porch p MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: rjTqg23FL 33610-4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE 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): I Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. I Seal# Truss Name I Date 1 1 T11697376 I A 7/27/17 12 I T11697377 I A5 17/27/17 I i 13 I T11697378 I A6 17/27/17 14 I T11697379 I A7 17/27/17 15 I T11697380 I A8 17/27/17 I 16 I T11697381 I A9 17/27/17 I 17 IT11697382 I GRA 17/27/17 I 18 I T11697383 I GRB 17/27/17 19 I T11697384 I J2 17/27/17 110 I T11697385 I J4 17/27/17 Ill I T11697386 I J6 17/27/17 I 112 I T11697387 I J8 17/27/17 I 113 I T11697388 I KJ8 17/27/17 i The truss drawing(s)referenced above have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters �� ,,�• ••q�B®ooe, provided by Chambers Truss. NSF•:92�..� Truss Design Engineer's Name: Albani, Thomas N 39380 ••• My license renewal date for the state of Florida is February 28,2019. = 'k •' * e IMPORTANT NOTE:The seal on these truss component designs is a certification �I •' that the engineer named is licensed in the jurisdiction(s)identified and that the e '. STATE OF <U Z. designs comply with ANSI/TPI 1. These designs are based upon parameters �i�'<`•••'�`( O p:. `�1�, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were Q� � � o�t�s• G R �, given to MiTek. Any project specific information included is for MiTek's customers oe s�• •�� ye file reference purpose only,and was not taken into account in the preparation of - -nONeA'91®0�® 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 Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type ' `Qly Ply 62'Grand Carlto�v-Ath h T11697376 M.1323 A COMMON 9 1JobReferenceChambers Truss, Fort Pierce,FL 7.640 sApr926ustries,Inc.Thu Jul 27 09:15:41 20'I7 Page 1 ID:a384PavKnnZweXyJckSFBgyuFUN-6ol EuZGAMi82RVbrt6y7Yl We3167Hx1 MQymQMHyMS0 F_0.0j_ 6713 12-413 1T-M 21-7-3 27.4-3 341-0 �5-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5 9-0 6 7-13 1 0 0 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 I I 24 2x3 I I 3x6% 5 7 3x6 i 4 8 3x4% 3x4 3 9 10 11 �1 2 Icb d O 17 16 15 26 27 14 13 12 4x5= 2x3 II 4x6 3x8= 3x8= 4x6— 2x3 II ! 4x5= I 6-7-13 12-4-13 2-7-3 7 -3 34-0-0 6-7-13 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefi Ltd PLATES GRIP ; TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ` Rep Stress[nor YES WB 0.57 Horz(TL) 0.14 10 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pullins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. I WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz 2=179(LC 9) Max Uplift2=-832(LC 10),10=-832(LC 10) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3188/1919,34=-2663/1632,4-5=2616/1640,5-24=2668/1752,6-24=-2608/1747, I 6-25=-2608/1747,7-25=2668/1752,7-8=-2616/1640,8-9=-2663/1632,9-10=-3188/1919 BOT CHORD 2-17=-1693/2972,16-17=1693/2972,15-16=-1693/2972,15-26=967/1925, 26-27=-967/1925,14-27=-967/1925,13-14=-1693/2972,12-13=-169312972, 10-12=-1693/2972 WEBS 6-14=-559/948,7-14=-328/330,9-14=-550/403,6-15=-559/948,5-15=-328/330, 3-15=-550/403 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;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 We 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=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) j Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wek' 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,see ANSVTPI7 Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 j Job Truss Truss Type r ty Ply 62'Grand Carlton III with porch T11697377 W=23 A5 SPECIAL 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:41 2017 Page 1 ID2GIScwwyY5hnGhXVARzUkuyuFU M-6o1 EuZGAMi82RVbrf6y7Yl WXdll6HyJMQymQMHytwSO r1-0-q 7-6-5 , 10-8-4 17-0-0 20-4 8 264-0 34-0-0 3. 0-Q 1-0-0 7-8-5 2.g-15 6-5 12 34-8 5-11-8 7-8-0 1—D-OI Scale=1:61.2 4.01)F12 5x8 I I i 6 2x3 11 2x3 I I 7 4x6 3x6 2x3= 4 5 B 3x4 Z 3 9 I i �mT1 2 14 10 11 ur I� Nri 5x12 MT18HS j= 0 13 12 d 3x10= 5xl2= 2x3 II USi 2.00 12 i i 10-6A 204-8 26.4-0 , 34-0-0 10-6.4 9-104 5-11-8 7-8-0 Plate Offsets(X.Y)-- 12:0-2-2.0-0-71.f4:0-M.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 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/196 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 HOrz(TL) ,0.43 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight.1541b FT=jO% LUMBER- BRACING- i TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purliris. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 I REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz 2=179(LC 9) Max Uplift2=-795(LC 10),10=-812(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-3=-5402/3206,3-4=-5047/2950,4-5=-5005/2952,5-6=-509313071,6-7=-2352/1568, 7-8=2330/1486,8-9=-23B3/1472,9-10=-2979/1784 BOT CHORD 2-14=-2938/5142,13-14=-1023/2054,12-13=-155312765,10-12=-1553/2765 WEBS 3-14=-342/317,5-14=-297/321,6-14=-1867/3265,6-13=-261/514,7-13=-259/252, 9-13=-634/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;CaL 11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)2 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 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ' ' I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.10/03/2015 BEFORE USE. r i Design valid for use only with MiTek®connectors.T design is based only upon parameters shown,and is for an indivi his dual 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 pp pp �' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Sot I is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the TFt fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI7 Quality Criteria,DSO-89 and BCSI Building Component 6904 Padre East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FC,36610 l III I i Job Truss Truss Type Qty Ply 162'Grand Carlton III with porch T11697378 M.11323 A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:42 2017 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bG5vGo70Gv3fA1 DpTM4W3jD9MuOKDVecV_ujytwS? , 8 11 11 600 0 0 18-0-0 20 45 25-11-15 34-0-0 �5 111 0040- 8-11-11 7-0-5 2-0-0 2 4 8 5-7-7 8-0-1 1-0-.0' (Scale:3/16"=T 4.00 12 6x8— 5x6= I 5 6 I 2x3-Z�' 3x4 5x6 WB 5x6 34 7 8in N I 13 I� �1 2 14 9 110 rl 5x12 MT18HS= 13 1� 0 � 3x4= 12 11 � 5x6= 2x3 II 3x6=' 3x10 = 2.00 12 I i 10-6-415-0.0 6-0- 20-0.8 25-11-15 34-0- 10-64 45-12 -0-0 4-4-8 5-7-7 8-0-1 Plate Offsets(X Y) 12:0 2 2 0 0 71 f3:0 3 0 Eduel (5.04-0 0-2-31 (7'0-2-7 Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except' 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz 2=169(LC 9) Max Uplift2=-796(LC 10),9=-811(LC 10) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-5374/3234,3-4=-5240/3235,4-5=-4981/2977,5-6=-2255/1506,6-7=-2312/1473, 7-8=-2320/1451,8-9=-3010/1835 BOT CHORD 2-14=-2960/5111,13-14=-1169/2301,12-13=-1098/2141,11-12=1604/2799, 9-11=-1604/2799 WEBS 4-14=487/502,5-14=4654/2900,5-13=-402/193,6-13=-176/517,8-12=-7641560, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)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)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Sarnkrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I + I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This'design is based only upon parameters shown,and is for an individual building 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,see ANSUTPI1 Quality criteria,DS5-89 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 rJob Truss TNSS Type Qty Ply 62'Grand Carlton III with porch T11697379 323 A7 1 1 SPECIAL Job Refere ce o do al Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:43 2017 Page 1 ID:WSJgpGwaiPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgplDnX_bdjbtrYj WIk1 ftGFXQAytwS_ 1 0 q 8 1010 14-D-0 20-0-0 25-11-15 34-0-0 35-01A 1-0-0 B-10-10 5-1-6 6-0-0 5-11-15 0 Scale=1:62.3 I 6x10 MT1 BHS= 5x6= I 4.00 12 4 5 2x3 Q 3x4 3 6 I I v „ 7 1 2 5xl2MT1BHS 0 d 10 g 4x5 5x12= 2x3 II = 3x10= 2.00 12 I 0-6-4 14.0-0 20-0 25-11-15 34-0- 10-6 4 35-12 6 4-B 5 7-7 8-0-1 Plate Offsets X Y— 2:0-2-2 0-0-7 4:0-5-0 0-1-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:147Ib FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Harz 2=-149(LC 8) Max Uplift2=-795(LC 10),7=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5357/3260,3-4=-4993/3023,4-5=-2157/1487,5-6=-2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-I552/2801,9-1 0=1 593/2746,7-9=-1593/2746 WEBS 3-11=-412/429,4-11=-1413/2588,4-10=-810/448,5-10=-174/455,6-10=-636/458 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)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)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE AIII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 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,see ANSI/TPN 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'•36610 1 Job Truss Truss Type JQty Ply �62'Grand Carlton III with porch MU T11697380323 AB SPECIAL 1 1 Job Reference(optional) CEambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:43 2017 Page 1 ID:WSJgpGwa IPpeur6hk9tJjG5yuFUL-2A9?IFHQuKOrngplDnX_bdjbuZYjblpgftGFXQAytwS_ )1-0-q 8-8-4 12-0 -0 15-8-4 20-4-B 1 2-0-0 , 24-8-12 34-0-0 35-0-q 1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1 -7-8 2-8-i2 9-3-4 1-0-0 i Scale=1:62.2 � I I I • 5x6 3x4= 2x3 II 4xB= 4.00 12 2x3\ 4 20 5 6 21 7 2x3 / 3 8 N M I v 13 n I�N 1 2 9 •10 .- 1 Sx12 MT18HS= Ir c o 12 11 5X12= 3x4 4x6= = 3x10= 2.00 12 i ,I 10.6-4 20.4-8 ,22-0-0 34-0-0 10-6-4 9.10-4 1-7 8 12-0-0 Plate Offsets(X.Y)-- I2:0-2-2.0-0-71,[7:0-5-8.0-2-41.f9:0-2-6.EdGel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ver((LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 2441196 BCLL 0.0' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a ! BCDL 10.0 Code FBC2014frP12007 (Matrjx-M) Weight:154 lb FT=,O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=129210-8-0,9=133210-8-0 Max Horz 2=129(LC 9) Max Uplift2=-794(LC 10),9=-813(LC 10) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3325,3.4=-4970/3077,4-20=-3801/2422,5-20=-3601/2422,5-6=-2464/1693, 6-21=-2472/1702,7-21=-2472/1702,7-8=-2492/1650,8-9=-2808/1824 BOT CHORD 2-13=-3045/5078,1 2-1 3=1 89 8131 80,11-12=-128912331,9-11=-I 573/2593 ! WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=-894/�02,7-12=-352/452, 7-11=-235/474,8-11=-408/41 9 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.OpsF,h=14ft,B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)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)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. +I I I I i ®WARNING-VeNfy design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 �'r®k' is always required for stability and to prevent collapsa with possible personal injury and property damage.For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd! Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ' I FJob Truss Truss Type T7T 7— :r:ence lton III with porch T11697381 A9 HIP !o tional chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:44 2017 Page 1 ID:_etClcxC3ixVV?huts?ypJyuFUK-WNjNWbl3fdWdlzKQLEVgAx8Bwy9gUDQ06% 4ycytwRz f1 0 O _ 6 7 15 10 0 0 15 2-14 __; 20-4-0 24-0-0 27-4-1 34-0-0 T-No 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1 0 0 Scale=1:60.1 4x4= 3 2x3 II 4xB= 4,00 12 4 P2 54 6 23 7 2x3 8 3 I � 1 2 g 10 0 0 15 14 13 12 11 1 3x5 3x8= 3x6 6x8= 3x6 = 3x4= 3z5= = = i 0-0-0 204-0 4-0-0 3 -0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets X Y-- 2:0-2-8 Ede :0-5-4 0-2-0 9:0-2-2 Ed e LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert( -0,17 13-15 -999 360 MT20 244/196 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0,42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:156 Ib FT=0% 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=68710-8-0,9=38210-8-0,13=165410-8-0 Max Horz 2=-109(LC 8) Max Uplift2=-441(LC 10).9=-262(LC 10),13=904(LC 10) Max Grav 2=709(LC 19),9=420(LC 20),13=1554(LC 1) FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=4 1961754,3-4=-874/537,4-22=797/5321 5-22=-797/532,5-6=404/747, 6-23=-404/747,7-23=-004R47,7-8=-881269,8-9=-295/175 BOT CHORD 2-15=590/1091,14-15=64/316,13-14=-64/316,12-13=-245/289,11-12=-245/289 WEBS 3-15=-349/348,5-15=-271/615,5-13=-1162/851,6-13=-260/267,7-11=-163/325, 8-11=-387/373,7-13=-762/484 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=42psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(l)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 chard and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 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. 1 I i ®WARNING.Verify design parameter and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MIf-7477 rev.1010.7/2015 BEFORE USE Design valid for use only with MiTek©connectors.This design is based only upon parameters shown,and is for an individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �AT 1 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I VI�Ie�' is always required for stabilityand to prevent colla Sa with possible personal injuryand property Ydame e.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job Truss Truss Type �,Qty Ply 162'Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 1 ID:_etC1 cxC3ixW?huls?ypJyuFUK_ZHIjxJhQxeUw7vcuyO3i8hBKMWjDetiyLakeU2ylwRy 1-0-q 8-0-0 11-1-1 17-0-0 18-6-0, 22-2-2 26-0.0 34-0-0 ;35-0-Q 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0_ 3-8-2 3-9-14 8-0-0 1 0 0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS,' 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 11 14 9 7x10% 6 17 6x10 4.00 12 4 3x6 19 3 13 1 5x 21 i 10 6 29 28 27 26 25 24 � = 3x6 II 3x6= 6x8= 3x6— 6x8= 4x4 3x5 = 6x8= I 8-M -_ i 11-i-1 18-6.0 i 26-0-0 34.0-0 8-0-0 3 1-1 7-4-15 7-6-0 8.0-0 Plate Offsets(X,Y)-- f3:0-3-8-Edgel,f21:0-3-8,Edne1 I24:0-3-8.0-3-01 f27:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24,35 >999 360 MT20 244/196 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.96 Horz(TL) 0.02 22 n/a nfa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:194 lb FT-'0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purliris. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Ho¢2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC 8).22=-646(LC 8) Max Grav All reactions 250 lb or less atjoint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10=-584/1206, 10-12=-584/1206,12-13=-584/1206,13-15=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=-2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=-134/313,9-11=-1 14/371,11-14=-200/419,1 4-1 7=-1 0 2128 0, 19-21=-151/268 BOT CHORD 2-29-195/591,28-29-143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=1 0 1412010 WEBS 3-29=-457/1105,3-27=-1643/836,5-27=-769/636,5-26-537/346,13-26=-9341608, 18-26-2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=-3421310. 14-15-549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip OOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed fora 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 376 lb uplift at joint 2,1146 lb uplift at joint i 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i Continued on page 2 ®WARNING-Vertfy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.Tf;isldesign 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 /�building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing eT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®y� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMPH 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 36610 I ; I . I rJob Truss Truss Type Ply 62'Grand Calton ill with porch I T11697382 3 GRA HIP 17 1 Job Ref rence o tionai chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 I MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 2 ID:_etClcxC3ixW?huts?ypJyuFUK-ZHljxJhQxeUw7vcuy03i8hBKMWDeuyLakeU2ytwRy i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=-20,3-11=126(F=-72),11-21=-126(F=-72) Concentrated Loads(Ib) Vert:29=-641(F)24=-641(F) I i I I i I i I I I I I I i I I I I I ®WARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev.10103/201513EFORE USE. Design valid for use only with MiTeMD 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,see ANSI/TPI1 Quality Criteria,DSO-89 and 13CS1 Building Component 6904 Parke East BI, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I _ i i P Truss Truss Type •Qty Ply 62'Grand Carlton III with porchT1323 GRB HIP 1 1 Job Reference o tionat Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A6 2017 Page 1 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-Sir7xHKJAFmLXHToSfY)FMDOkmpl y5g5ZETBOVytwRx 1-D•0 B-0-0 13-8-O 17-0-0 20-4-0 26-0-0 34-D-0 5-0- 1-0-0 B-0-0 5-8-0 3-4-0 3 4-0 5-8-0 8-0-0 i 1-0-0 i Scale=1:60.1 { 5xB MT18HS= 4x10= 4.00 FIT 2x3 I I 4x6 2x3= I I 5x8 MT18HS= 3 23 4 5 6 7 24 8 m N 2 9 N 1 10 6 0 16 15 14 13 12 11 i 4x5— 3x6 11 4x6_ 6x10= 6x10=4x6 = 3x6 11 4x5 = - , "_0 13-8-0 20 -0 26-0-0 34-0-0 8-0-0 5-6-0 6-B-0 5-8-0 8-0-0 Plate Offsets X Y— :0-2-2 Ede 3:0-5-4 0-2-8 5:0-3-0 Ede 8:0-5-4 0-2-8 9:0-2-2 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/196 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -027 14-16 >912 240 MT18HS 244/190 BCLL 0.0' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153lb FT 11 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz 2=-90(LC 6) Max Upiift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav 2=1479(LC 13),13=4684(LC 15).9=563(LC 14) j FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-126512545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-1 5=4 676/3398,12-13=-246/658, 11-12=-246/656,9-11=-2251595 WEBS 3-16=-402/1155,3-14=-1431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 8-11=-403/1157,6-14=-143112780,6-13=-3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf-,BCDL=3.Opsf,,h=14ft;B=5211;L=34ft;eave=6ft;Cat 11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water pending. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift atjoint 13 and 369 lb uplift at joint 9. i 8)"Semi-rigid pitchbreaks including heels"Member end Fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)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:13=-54,3-8=-131(F=-77),8-'10=54,16-17=-20,11-16=-49(F=-29),11-20=-20 I Continued on page 2 I j WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TFJS REFERENCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek©connectors.This design is based only upon parameters shown,and is for an individual building 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing Lt Ai'R'ek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MVO A j fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPi1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I Job Truss Truss Type Qty Ply 162'Grand Carlton III with porch I T116973B3 M11323 GRB HIP 1 1 Job Re erence o tional l Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:46 2017 Page 2 ID:SrRaEyyrg04M78G4raW BLWyuFUJ-SIr7xHKJAFmLXHToSfYIFMDOkmp1y5g52ETBOVytwRx LOAD CASE(S) Standard Concentrated Loads(lb) Vert:16=-641(F)11=-641(F) I I I i i I I ' ff I j I I j I l I i I I i i i i I I I ,._ ®WARNING•Verffy 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 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 pp��� building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the AVlffBk' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,088-89 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 36610 I I E.b Truss Truss Type 7,1- Ply 62'Grand Carlton III with porch T11697384 J2 MONO TRUSS 1 Job Reference(option 1 Chambers Truss, Fort Pierce,FL 7.640 s Apr 192016 Mi7ek industries,)na Thu Jul 27 09:15:46 2017 Page 1 ID:xl?zSIzTbJCDI IrGPH1 QukyuFU I-SIr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx L -1-0-0 2-0-0 1-0-0 2-0-0 i Scale=1:7.9 3 I 4.00 12 d 2 1 i I 4 i i 3x4= 2-" 2-0-o LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 1 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:8 lb FT=!O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0.4=21/Mechanical Max Harz 2=67(LC 10) Max Uplift3=-30(LC 10),2=-131(LC,10),4=-3(LC 7) Max Grav 3=37(LC 15),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf BCDL=3.Opsf;h=14ft;13=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces 8r 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 30 lb uplift at joint 3,131 lb uplift at joint 2 j and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i i ®WARNING-verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not + a 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 i1fDiT®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 ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvdi Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 [Jo Truss Truss Type ' Qty Ply �62'Grancr Carlton III with porch T11697385 323 J4 MONO TRUSS 8 1 Job Reference o tional ' C7tamlors Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A7 2017 Page 1 ID:PDYLfd 5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnPIFouDlZxytwRw -1-0-0 4-0-0 1-0-0 4-0-0 I Scale=1:11.2 3 4.00 tf i I i i 2 I � 1 4 3x4= 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a j BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:14lb FT=IO% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. f REACTIONS. (lb/size) 3=79/Mechanical,2=22910-8-0,4=39/Mechanical Max Horz 2=104(LC 10) j Max Uplift3=-75(LC 10),2=-171(LC 10).4=-2(LC 10) Max Grav 3=79(LC 1),2=229(LC 1),4=60(LC 3) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- j 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ff;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces 8r 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 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r I r I r I I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. pp Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual buildin component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!T®k" r 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 ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd.I Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tempe,FL 36610 I i Job Truss Truss Type Qty JI'ly 162'Grand Carlton III with porch ! T11697386 M11323 J6 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:47 21)17 Page 1 ID:tP61tz,.j7xSx_c fXi4uz9yuFUG-xyOV8dKxxYuC9Q270N3XnZmdMABWhnPFouDIZxytwRw 1-0.0 6-0-0 i Scale=1:14.8 3 I I 4.00 12 I i I i I z 1 I 4 3x4 = 6-0-0 6-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/1901 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0,09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:20lb FT U% 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 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1201Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz 2=142(LC 10) Max Uplift3=-117(LC 10),2=-218(LC 10) Max Grav 3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;6CDL=3.0psf;h=14ft;B=52ft;L=34ft;eave=6Yt;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)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 nonconcument 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 tali 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I I I i I � I ®WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M1F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeW 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 A is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the OVIiTOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DS13•89 and BCSI Building p Com onent 6904 Parke last Blvd. Safety Information available from Truss Plate Institute,278 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I � Job Truss Truss Type Qty Ply 162'Grand Cadton III with porch T11697387 M71323 J8 MONO TRUSS ZO 1 Job R ference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:48 2017 Page 1 ID:tP6jtz_j7xSx c_fXi4uzgyuFUG-P8yuMzLZisO3nadaa4amKnJrKZRCQEf01Yy15NytwRv 1-0-0 8-0-0 1-0-0 8-0-0 i Scale=1:17.7 3 4.00 12 i I I I I 2 1 , 4 3x4= I r 8-0-0 8-0-0 Plate Offsets(X.Y)-- f2:0-1-2,Edgel 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(fL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:26lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 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=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz 2=180(LC 10) Max Uplift3=-160(LC 10),2=-265(LC 10) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Dpsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat 11; j Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)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 160 Ill uplift at joint 3 and 265 lb uplift at joint 2. l 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. -- ! Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not ��• I a truss system.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 buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing WOW 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 ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvdl. i� Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty JPly 6Z'Grand Carlton Ill with porch Mi1323 KJB MONO TRUSS q 1 T11697388 Job Reference o tional Chambers Truss, FortPierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:48 2017 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-P8yuMzLZfsO3nadBa4amKnJsZZZLQ8wOl Yyl5NytwRv -1-5-0 7-3-4 11-3-0 1-5-0 7-34 3-11-12 Scale=1:20.8 4 i 2.83 12 3x4 3 I i I 2 I 7 6 I I 3x4= 2x3 5 3x4= 7-3-4 7-3.4 31 -12 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/1901 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0,02 6 n/a n/a j BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:44 lb FT=O% 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 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz 2=244(LC 8) j Max Uplift4=-207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav 4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1090/498 BOT CHORD 2-7=662/1072,6-7=-66211 0 7 2 WEBS 3-7=0/309,3-6=-1 1771727 i NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=42psf,BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277lb uplift at joint 6. j 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES ( ) Standard I 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) + Vert:1-2=-54 Trapezoidal Loads(pff) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=1 0)-to-5=-56(F=-1 8,B=-18) f i I I 1 WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•® �' 9 P 7d73 rev.10/03/20i5 BEFORE USE. I Design valid for use only with MiTek(i)connectors.This design is based only upon parameters shown,and is for an individual building component,not i atruss system,Before use,the building designer mast 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 �' 11 'Tel�" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Padre Fast Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I --.--- --- -----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 Failure to Follow Could Cause Property '� /4 (Drawings not to scale) D.ama e-or-Personal-In'u-____ - - - - - --- -- -------- offsets-are Indicated.---- --------------- --- -- ----------- --- - — g — - 1 ry Dimensions are in ft-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 or X-bracing,Is always required. See BCSI. - c1-2 c2-3 2. Truss bracing must be designed by an engineer.For �'y16 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I TT �+ p bracing should be considered. I = U ��� S1"J� S Q U a� = 3. Never exceed the design loading shown and never CL g U stack materials on inadequately braced trusses. Ir— p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.8 C6-7 CSE F- designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol'Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 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 17,Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. ®i 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: 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 In[ is not sufficient. II DSB-89: Design Standard for Bracing. MiTek a 1r BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate " Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015