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Plans (2) /US 7o�(1-- 0 -2, milimi Milg 1 3 . --7 2— ceo v3174-yda-, MiTek' MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: HD COMPONENTS DREY The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1063547 thru K1063557 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROP 87022PE (R8 cv IV .0 OREGON tip' 4 �AN "' A H' '' / p. PI.R S:06/30/2 FW. May 30,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply K1063547 HD_COMPONENTS_DREY CJO1 Diagonal Hip Girder 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:01 2014 Page 1 I D:tGtbrMj?cLBnxyp110HrSUzU28h-LVoQ KxU U8DMeQ4HzaLVy7EgmauHpH_ZIBY?kZzzBJYK -2-9-15 4-0-11 8-4-59- 11-2-4 I 14-0-3 14-8-11 2-9-15 4-0-11 4-3-10 d-5-0 2-4-15 2-9-15 0-8-8 ` Scale=1:34.9 2.83 12 NAILED 8 9 N NAILED r1� NAILED 7 ch NAILED 1.5x4 I �, � 5 6 3x6:------ 4 15 NAILED 4 14 Y ci NAILED ey 3x4= 13 3 �1`I� �� en N 2 r Ir b c5 1 16 12 NAILED 11 -6 NAILED 7x8= 17 __ 10 3x4= NAILED 4x4 NAILED 1.41 12 4-0-11 I 8-4-5 4-0-11 4-3-10 Plate Offsets(X,Y)-- [2:0-6-10.0-0-101112:0-4-0.0-3-0] LTCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.06 12 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.13 11-12 >793 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-6-10,6=0-4-4. (Ib)- Max Horz 2=136(LC 6) Max Uplift All uplift 100 lb or less at joint(s)6,7,8 except 2=-180(LC 6) Max Gray All reactions 250 lb or less at joint(s)7,8 except 2=548(LC 15),6=438(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1003/166,3-13=-957/167 BOT CHORD 2-16=-190/906,12-16=-187/908,12-17=-186/900,11-17=-186/900 WEBS 3-11=-908/188 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;0=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate 0 grip DOL=1L ASC 7 .'' N 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. � 4 trQ 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .` . . non-concurrent with other live loads. ., 870 2PE ,r- 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)A plate rating reduction of 20%has been applied for the green lumber members. (1) CV 8)Refer to girder(s)for truss to truss connections. I+ ORE : 9)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity ✓, of bearing surface. :C1-1413 C tts" +7 ' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,8 except(jt=lb) �� ,' 2=180. A, We 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRE:06/30/2015 14)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. May 30,2014 d&tlRt1496Re,gh@ SE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ii _ A ARMING-Verify design parameters and READ AMES ON MIS AND INCLUDED MrTEN REFERENCE PAGE MR 8Ih -7473 reit]/29/2874f1REUSE .. D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety f fety peon aatio sPavailable wmilaab lesfrom Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ( sper-Aretl the design values are those effective 06/01/I013 ha AUX Job Truss Truss Type Qty Ply K1063547 HD_COMPONENTS_DREY CJO1 Diagonal Hip Girder 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:01 2014 Page 2 ID:tGtbrMj?cLBnxyp110HrSUzU28h-LVoQKxUUBDMeQ4HzaLVy7EgmauHpH_ZIBY?kZzzBJYK LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,2-12=-20,10-12=-20 Concentrated Loads(Ib) Vert:7=-15(F)8=-68(F)13=45(F=23,B=23)14=-15(F=-7,B=-7)16=20(F=10,Bob )017=-1(F=-0,B=-0) ARN7NG-Verity design parameters and READ NOTES ON 7X15 AND INIQUDED OVEN REFERENCE PAGE MI-7473 res 1/29/201ABEFORE USE D sign valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 ttho uthesn aloe(sv}to nher,t spur hien,the design vetoes are those effect...06/01/2.01 i M At SC Job Truss Truss Type Qty Ply K1063548 HD_COMPONENTS_DREY J01 Jack-Open 4 1 Job Reference(optional) • Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc.Fri May 30 11:10:02 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-phMoYHU6vXUV2Es9830BgRD1 blg50V_uQCIH5QzBJYJ I -2-0-0 1-10-15 2-0-0 1-10-15 • / Scale:l.5"=1' 3 5 I a.00 1z W 2 1 M d d 3x4= 1 2.00 12 Plate Offsets(X.Y)-- 12:0-4-12.0-0-111 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=281/0-5-8 (min.0-1-8),3=-13/Mechanical,4=19/Mechanical Max Horz 2=53(LC 14) Max Uplift2=-146(LC 14),3=-59(LC 18) Max Gray 2=282(LC 19),3=24(LC 14),4=37(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 1-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. r Ssc'O P nope 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 ��,,, I nl , , • fit between the bottom chord and any other members. 7 7)A plate rating reduction of 20%has been applied for the green lumber members. '44 7V�L p� 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) ber mem2=14bmechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) I 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,+, .� �� 40 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. +V \ ;.;` p, 'H- EXPIRES:06/30/2015 May 30,2014 I ARNfNG-Vedf f design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1477-7471 rea 1/29/2004 BEFORE USE D sign valid for use only with Mi Tek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crieria,DS8-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 tt Sauthe,a Pone(SPI lumber a soot tfi=d.the design values are those effective 06/01/2013 by Al SC Job Truss Truss Type Qty Ply HD_COMPONENTS_DREY J02 Jack-Open 4 1 K7063549 Job Reference(optional) - Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:03 2014 Page 1 I D.tGtbrMj?cLBnxyp110HrS UzU28h-ItwAIdVlgrcLfN RLhmXQCflB2h_glyE2fsUrdszBJY1 -2-0-0 3-10-15 2-0-0 3-10-15 I Scale:1"=1' 3 pri 4.00 12 '9 6 rl 2 11 - 6 ,75d d q _.- x4 1 2.00 12 -.411111116.. 3x4 2-11-8 3-10-15 2-11-8 0-11-7 Plate Offsets(X,Y)-- [2:0-4-4.0-0-11] TCLL LOADING(psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.21 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=84/Mechanical,2=339/0-5-8 (min.0-1-8),4=24/Mechanical Max Horz 2=76(LC 14) Max Uplift3=-29(LC 14),2=-141(LC 14) Max Gray 3=98(LC 19),2=345(LC 19),4=62(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft,L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. PROpS. 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 I ��r fit between the bottom chord and any other members. + +,+� 7)A plate rating reduction of 20%has been applied for the green lumber members. ;4 ,h t 8)Refer to girder(s)for truss to truss connections. / , /`ri'` 9)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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=141. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI °REGO - ++�, 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AN 5 ,, • A. ne a• EXPIRES:06/30/2015. May 30,2014 __ D siAg"n 7.d-vr"usdeeognly PwaiahmeMTrsekancdonEnecNO torsE.SThOiNs dTNeIsSigAnND.is IbNa7seWd EoDnMlyfTuEpKoREFERENCE etPeGrs EshMofw-n4,7ams1(o2r"a2n01in4dN ividRuEaUl SEb uiding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 14515 N.Outer Forty,7 #300 If Southern Pune I SP)lumbar a spectheft,th , e cloaca values am r thoseeffective 06/01/2013 try Al.Sr Chesterfield,MO 63017 Job Truss Truss Type Qty Ply FID_COMPONENTS_DREY J03 Jack-Open 2 1 K1063550 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver.WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:04 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-m4UYzyVVNRBkCHXOXFU2fIs1 Km5K4UPU BtVE0AlzBJYH -2-0-0 I 2-11-8 5-10-15 6_p 2-0-0 2-11-8 _ 2-11_7 0-1-111 ' Scale:3/4"=1' 3 1 4.00 12 • 8 7 6 m 2 ' ' d 1 _► d ' icti a - 3x4= 3x4= 4 d 1 _ 2.0012 3x4= 6-0-0 I 2-11-8 5-10-35,A1-1111- 2-11-8 2-10-11 0-1-1 Plate Offsets(X,Y)-- F2:0-3-12,Edge] TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.04 5 >999 240 MT20 220/195 TCDL 7.Q Lumber Increase 1.15 BC 0.18 Vert(TL) -0.11 4-5 >605 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=150/Mechanical,2=408/0-5-8 (min.0-1-8),4=58/Mechanical Max Horz 2=98(LC 14) Max Uplift3=-58(LC 14),2=-138(LC 14) Max Gray 3=180(LC 19),2=421(LC 19),4=102(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 5-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. (� rti PROP 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4;,1' , 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 N. QI , / fit between the bottom chord and any other members. - , 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 0pi=, 9)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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) CP this Q,ige. N , 41: ' 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,% �+ 'CV 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES:06/30/2015 May 30,2014 ppp��t���___ ARNTNG-Verif f design parameters and READ NOTES ON NITS AND INCLUDED NITER REFERENT PAGE NR-7413 me 1/29/101480FOREUSE D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ttsouthern Prne(WI lumber,.cp.r;t;eft,the design valuesare shoo,etfectrve 06/01/2013 by AMSC Job Truss Truss Type Qty Ply HD_COMPONENTS_DREY J04 Jack-Open 2 1 K1063551 Job Reference(optional) Anel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc.Fri May 30 11:10:04 2014 Page 1 ID:tGtbrM(?cLBnxyp110HrSUzU28h-m4UYzyWNRBkCHXOXFU2fIsIKT5K1 UPUBtVEOAIzBJYH -2-0-0 2-11-8 ' 6-0-0 7-10-15 2-0-0 2-11-8 3-0-8 1-10-15 Scale=1:20.0 4j ) i� o 3 4.00 12 • 8 9 =' N to N 7 1 z CV I 6 a 3x4 = d 1 3x4= 2.00 12 2-11 I 6-0-0 61.11.8 7-10-15 2-11-8 3-0-8 0-1-8 1-9-7 Plate Offsets(X,Y)-- [2:0-4-0,Edgej TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.04 6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.12 6 >587 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight 23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-0. (Ib)- Max Horz 2=120(LC 14) Max Uplift All uplift 100 lb or less at joint(s)4,3 except 2=-133(LC 14) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=423(LC 19),3=259(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. h 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs iFRope,� non-concurrent with other live loads. I 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 a !�i fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3 except(jt=lb) 2=133. :f:). -- �� _.):::4:0:2112:P. . Ff f� / ,11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. / r1 ' SER. " ` • 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIlTPI1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ` EXPIRES:06/30/2015 May 30,2014 t ARNfN3-Verify design parameters and READ NOES ON ME'AND DELUDED 0117E14 " REFERENCE PAGE NFT-7473 reit 1/29/2014 WORE 950 �� D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 tthouthern Pine 1SP)lumher is apecihed.the design values are these effective 06/01/2013 by ALN. Job Truss Truss Type Qty Ply K1063552 HD_COMPONENTS_DREY J05 Jack-Open 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:05 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-EG1xAIX?CSs3vhbkpBauH4rVgVgGDskL69zxiIzBJYG -2-0-0 2-11-8 I 6-0-0 9-10-15 2-0-0 2-11-8 3-0-8 3-10-15 Scale:1/2"=1 4 I Ia 4.0012 3 9 8 • ccb 'A ci 7 I K 2 IU 6 0 2 1 ; x4= 3x4 2.00 12 2-11-8 I 6-0-0 61118 9-10-15 2-11-8 3-0-8 0-1-8 3-9-7 Plate Offsets(X.Y)-- [2:0-4-0,Edge1 TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.12 6 >587 180 BCLL 0.0 * Rep Stress Ina- YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-0. (Ib)- Max Horz 2=143(LC 14) Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-125(LC 14),3=-116(LC 14) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=417(LC 19),3=334(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 9-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. x+� PRopts 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. -CO $IN -,�" -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 ,ctz-'• 87022PE �,,�. fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. - 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ' iv of bearing surface. C' OFlE 5 C5i 4,/ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) �` + 2=125,3=116. a B. +R 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A* �0%� 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES:06/30/2015 May 30,2014 ARNING-Verify design parameters and READ WOWS ON MIS AND INCLUDED NITER REFERENCE PAGE NTT7413 rel 1/19/10148FFDRFU&E D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component... Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Qualify Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety'soother',Pose ti saav+olablesfrom Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chestenleld,MO 63017 { spec ified.the design values ase those effective 06/01/4013 try AINC Job Truss Truss Type Qty Ply K1063553 HD_COMPONENTS_DREY TO1 California 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industnes,Inc.Fri May 30 11:10:08 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-erj3oKZtVNEem9KJUJ7bviTzBib1Q4Eno7CcJ3zBJYD 1 -2-0-0 I 2-11-8 I 5-5-0 F-1-1 10-6-0 I 14-10-1 15-7-0 18-0-8 � 21-0 -0 � 23-0-0 i 2-0-0 2-11-8 2-5-8 -8-1 4-4-1 4-4-1 -8-15 2-5-8 2-11-8 2-0-0 Scale=1:43.2 7x8= 4.00 112 1.5x4 I I 8 7x8= 5 4 ri 20 21 22 23 24 2,��� 3 �� ; g d 19 ��� 26 1a j/i— e� • Nw� �� \ z7 w z —I�f- —III i f•••tlll'�9 f f I I I ��_ 10 — ; 29 17 16 30 31 15 32 14 33 34 35 13 12 ►/ 11 r(7,1 ,— r'.- .- a a 28 36 37 4x4= NAILED 4x9= 5x8= NAILED 4x4 3x12= 7x10 M18SHS= NAILED 7x10 M18SHS= 3x12 = NAILED NAILED 2.0012 NAILED 2-11-8 5-5-0 10-6-0 I 15-7-0 I 18-0-8 ] 21-0-0 2-11-8 2-5-8 5-1-0 5-1-0 2-5-8 2-11-8 Plate Offsets(X,Y)-- 12:0-3-12,0-0-61.[4:0-4-0,0-2-61[7:0-4-0.0-2-6],[10:0-3-12,0-0-61.112:0-2-12,0-6-81[17:0-2-12,0-6-81 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow 25.0) Plates Increase 1.15 TC 0.50 Vert(LL) 0.57 14-16 >430 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.69 14 >358 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:180 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(4-5-15 max.):4-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. REACTIONS. (lb/size) 2=783/0-5-8 (min.0-1-8),10=783/0-5-8 (min.0-1-8) Max Horz 2=-33(LC 12) Max Uplift2=-1088(LC 14),10=-1014(LC 14) Max Grav2=2006(LC 31),10=1985(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-6627/7096,18-19=-6566/7101,3-19=-6538/7104,3-4=-5817/5818, 4-20=-7830/7084,20-21=-7832/7084,21-22=-7837/7084,6-22=-7843/7084, 6-23=-7843/7084,23-24=-7837/7084,24-25=-7832/7084,7-25=-7830/7084, 7-9=-5640/4801,9-26=-6447/5926,26-27=-6474/5923,10-27=-6535/5919 BOT CHORD 2-28=-6490/6144,28-29=-6486/6147,17-29=-6485/6150,16-17=-6389/6079, 16-30=-5302/5579,30-31=-5302/5579,15-31=-5302/5579,15-32=-5302/5579, 14-32=-5302/5579,14-33=-4321/5382,33-34=-4321/5382,34-35=-4321/5382, 13-35=-4321/5382,12-13=-5287/5994,12-36=-5370/6064,36-37=-5371/6061, 10-37=-5375/6058 WEBS 3-17=-1057/830,3-16=-656/1118,4-16=-786/479,4-14=-1484/2501,6-14=-1192/744, 7-14=-2489/2676,7-13=-756/479,9-13=-656/993,9-12=-891/800 NOTES- C'": out` ,51 1)2-ply truss to be connected together with 104(0.131"x3")nails as follows: Loo Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 87022P, tom. Webs connected as follows:2x4-1 row at 0-9-0 oc. - 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '4 CV 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II t•0- �"" ' Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 6-1-15,Exterior(2)5-6-12 to 19-1-0, �p ✓ Interior(1)19-1-0 to 23-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& ., � ,� :i+� MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 M+ 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,,,.7),..:.,(4e,.0,:. • . . � � 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES:06/30/2015 7)Provide adequate drainage to prevent water ponding. 8g A11 pIattes are MT20 plates unless otherwise indicated. May 30,2014 C�ntinued on page 2 1 t a I��� ARNTMa-Verify design parameters and READ MOILS ON MIS AND INCLUDED NIIEK REFERENCE PAGE MR-1413 res 1/29/2014 BEFORE USE D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 1ESnuthetn Pine(SP)lumber is siseu theft.the design values ate those effective 06/01/2013 by ALN Job Truss Truss TypeQty Ply HD_ COMPONENTS DREY T01 California 1 K1063553 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc.Fri May 30 11:10:08 2014 Page 2 ID:tGtbrMj?cLBnxyp110HrSUzU28h-erj3oKZtV N Eem9KJUJ7bviTzB ib1 Q4Eno7CcJ3zBJYD NOTES- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)Aplate rating reduction of 20%has been applied for the green lumber members. 12)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1088,10=1014. 14)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 16)Graphicalpurlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)407 lb down and 122 lb up at 5-6-12,205 lb down and 124 lb up at 8-0-12, 276 lb down and 156 lb up at 10-0-12,276 lb down and 156 lb up at 10-11-4,and 205 lb down and 124 lb up at 12-11-4,and 949 lb down and 134 lb up at 15-5-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-14,4-5=-64,4-7=-14,7-8=-64,7-10=-14,10-11=-64,2-17=-20,12-17=-20,10-12=-20 Concentrated Loads(Ib) Veil:4=-116 7=-116 21=-47 22=-106 23=-106 24=-47 30=9(F)31=7(F)32=9(F)33=9(F)34=7(F)35=9(F) f ���,,,��l����"""��� WAG-Verify design parameters and READ NOTES ON NUS AND INCLUDED NITER REFERENCE PAGE 1417-1473 res 1f29/20148FFO8EUSF.. D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Masai(erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 tf Souther n Pine{SP}lumbo,re specified,the design values ase thane effective 06/ai/1013 is At SC Job Truss Truss Type Qty Ply K1063554 HD_COMPONENTS_DREY T02 California 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc.Fri May 30 11:10:11 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-3Q PCRMbmolcDdc2u9Sg IXL5S9wcTdRfDU5QGvOzBJYA 1 -2-0-0 1 2-11-8 j 5-5-0 1 8-1-15 1 10-6-0 1 12-10-1 1 15-7-0 1 18-0-8 1 21-0-0 1 23-0-0 I 2-0-0 2-11-8 2-5-8 2-8-15 2-4-1 2-4-1 2-8-15 2-5-8 2-11-8 2-0-0 Scale=1:43.2 Special 1.5x4 II 1.5x4 II 4.00 12 5x8 \\ 24 5 7 10 11 27 1.5x4 II 5x8 // 4 �4 8 1. 23 � o�" �- y�' 28 3 �� / 13 _ d 22 ' w l 29 r N 2 ar r �` 14 N d' =I 21 20 18 17 16 `►� 15 Io d 7x10 M18SHS= 19 _ �� 3x8= 4x4 = 4x9= 5x8= 4x4 = 7x10 M18SHS 3x8=- 2.00 2.00 12 2-11-8 i 5-5-0 1 10-6-0 15-7-0 18-0-8 21-0-0 2-11-8 2-5-8 5-1-0 5-1-0 2-5-8 2-11-8 Plate Offsets(X,Y)-- [16:0-2-12,0-6-81121:0-2-12.0-6-8] LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.58 Vert(LL) -0.29 18 >857 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.67 18 >365 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-1-4 max.):4-12. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-8-14 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=976/0-5-8 (min.0-1-8),14=1000/0-5-8 (min.0-1-8) Max Horz 2=-41(LC 52) Max Uplift2=-191(LC 14),14=-208(LC 14) Max Grav2=1251(LC 31),14=1277(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-3362/384,3-22=-3273/390,3-23=-2736/464,4-23=-2705/470,4-6=-3368/841, 6-25=-3369/842,8-25=-3369/842,8-26=-3369/842,9-26=-3369/842,9-12=-3366/840, 12-28=-2802/643,13-28=-2873/637,13-29=-3370/679,14-29=-3459/672 BOT CHORD 2-21=-312/3085,20-21=-307/3050,19-20=-363/2603,18-19=-363/2603,17-18=-553/2744, 16-17=-584/3137,14-16=-593/3175 WEBS 3-21=-8/425,3-20=-459/137,4-20=0/273,4-18=-356/1242,8-18=-513/216, 12-18=-160/1013,12-17=0/273,13-17=-405/32,13-16=-50/442 NOTES- b PRQ 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; �tfs Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 8-1-15,Exterior(2)7-10-11 to 17-1-0, 2 J Interior(1)17-1-0 to 23-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60722pE ,e- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. -4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. ( `� R , 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. 40 R 1\ +' ' 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 0. fit between the bottom chord and any other members. p. H �'` 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Bearing at joint(s)2,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. EXPIRES:06/30/2015. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=191, May 30,2014 Contgn page 2 AIWA L ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED N77EK REFERENTPAGE 141T-7473 lee 1/29/2014 BEFORE USE D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety f fe�fieor matt�nvavmilable from Truss Plate dInstitute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 p sgn value,as.the..effective 06/01,12013 by AL5{ Job Truss Truss Type Qty Ply K1063554 HD_COMPONENTS_DREY T02 California 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:11 2014 Page 2 I D:tGtbrMj?cLBnxyp 110H rS UzU28h-3Q PC RMbm of cDdc2u9Sg IXL5S9wcTd RfD U 5Q GV OzBJYA NOTES- 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)251 lb down and 190 lb up at 7-10-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16)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+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-114,6-9=-64,10-11=-114,11-12=-64,12-15=-64,2-21=-20,16-21=-20,14-16=-20 Concentrated Loads(Ib) Vert:5=96(F) �,I��� �WARNIN3-Verify design parameters and READ N07ES ON THIS AND INCLUDED NUM REFERENCE PAGE NII-7413 lee 1/29/2G14BEFORE USE D sign valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 1.. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiT®k` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 1600 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ItSnuthern.Pure(SP}Iiunber as s-Parified,the design values are those offer-hoe 06/01/1013 by 01SC Job Truss Truss Type Qty Ply HD_COMPONENTS_DREY T03 California 1 1 K1063555 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:14 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-T?4K3Nee4D?oU4nSraE?9zjyu7bbgnPgA3fws zBJY7 10-10-1 -2-0-0 2-11-8 I 5-5-0 I 10-1-15 19-6 15-7-0 18-0-8 21-0-0 I 23-0-0 I 2-0-0 2-11-8 2-5-8 4-8-15 0-4-1 4-8-15 8 15 2-5-8 2-11-8 2-0-0 - 0-4-1 Scale=1:43.2 Special 1.5x4 H 1.5x4 II 5 7 10 11 4.00 12 7x8 = "O 1's:. 1.5x4 7x8= 22 I Li 4 24 8 25 23 �� �� '_ � �� 26 3 13 d N 2 ""Ilil ® 27 14 r N� d = 21 20 19 18 17 16 15[a lb 3x12= 8x10 M18SHS= 4x4= 5x8= 4x4 =5x8 WB= = 8x10 M18SHS = 3x12=- 2.00 2.00 12 2-11-8 5-5-0 10-6-0 15-7-0 18-0-8 21-0-0 2-11-8 2-5-8 5-1-0 5-1-0 2-5-8 2-11-8 Plate Offsets(X.Y)-- [4:0-3-11,0-2-81.[12:0-3-11,0-2-8],,[16:0-3-0,0-7-0],[21:0-3-0,0-7-0] LTCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.45 18 >544 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.84 18 >292 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.28 14 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-9-4 max.):4-12. Except: WEBS 2x4 DF Std G 1 Row at midpt 4-6,9-12 OTHERS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. 01:2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1076/0-5-8 (min.0-1-9),14=1071/0-5-8 (min.0-1-9) Max Horz 2=49(LC 13) Max Uplift2=-240(LC 14),14=-239(LC 14) Max Gray 2=1499(LC 31),14=1495(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-4421/537,3-22=-4333/543,3-23=-3737/553,4-23=-3666/559,4-6=-4877/987, 6-8=-4876/987,8-9=-4876/987,9-12=-4877/987,12-26=-3645/650,13-26=-3716/644, 13-27=-4317/680,14-27=-4406/674 BOT CHORD 2-21=-453/4079,20-21=-446/4031,19-20=-449/3568,18-19=-449/3568,17-18=-561/3547, 16-17=-586/4017,14-16=-594/4064 WEBS 3-21=-31/558,3-20=-476/20,4-20=0/303,4-18=-394/1386,8-18=-684/259, 12-18=-281/1379,12-17=0/305,13-17=-483/26,13-16=-49/555,5-6=-279/86 ty NOTES- tt co PROP:,p_ 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat.II; ns ,r IN Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-1-15,Exterior(2)9-10-11 to 11-1-5, Interior(1)15-1-0 to 23-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& t 870 r� Et- ', MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.6GG 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 •3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs (13 non-concurrent with other live loads. l4(J ::''11�, 5)Provide adequate drainage to prevent water ponding. 40 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A* H � fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Bearing at joint(s)2,14 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify EXPIRES:06/30/2015 capacity of bearing surface. Continued on page 2 May 30,2014 t �, �� t jLAmit RN1M3-Verify design parameters and READ ND7ES ON THIS AND INCLUDED MITER REFERENCE PAGE HII-1413 sea 7/29/2014840REUSE MINIM D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 14515 N.Outer Forty,Suite#300 Chesterfield,MO 63017 If Southern Pine(Sc)lumber a specified.the design'values are those effective D6/O1/I013 by Al SC Job Truss Truss Type Qty Ply K1063555 HD_COMPONENTS_DREY T03 California 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:14 2014 Page 2 I D:tGtbrMj?cLBnxyp110HrSUzU28h-T?4K3Nee4D?oU4nSraE?9zjyu7bbgnPgA3fwV14BJY7 NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=240,14=239. 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)173 lb down and 142 lb up at 9-10-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16)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+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-114,6-9=-64,10-11=-114,11-12=-64,12-15=-64,2-21=-20,16-21=-20,14-16=-20 Concentrated Loads(Ib) Vert:5=-74(F) AIVAR�� NIWG-Verity derige parameters and READ NOTES ON THIS AND 1M3 WED NITER REFERENCE PAGE NIT-7473 ren 1/19/1014 BEFORE USE D sign valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO e3017 if Southern Pine(SP)isranber rt specified,the design values on those effective 06/0.1/2013 by Al.SC Job Truss Truss Type Qty Ply K1063556 HD_COMPONENTS_DREY T04 Roof Special 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc.Fri May 30 11:10:15 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-xBejGjeGrX7f5EMfOIIEhBF3yXy1ZFCpPjOT29zBJY6 � -2-0-0 2-11-8 I 10-6-0 18-0-8 21-0-0 23-0-0 1 2-0-0 2-11-8 7-6-8 7-6-8 2-11-8 2-0-0 - Scale=1:41.8 4x9= 4 4.0012 1415 13 16 8x10 M18SHS% 8x10 M18SHS 3 5 ran 12004 �� `1 17 a 2 �� j �k�6 7 cb IS ETA. 10 3x8= 4x9= 4x9= 3x8=- 2.00 'I 2.001 2-11-8 10-6-0 18-0-8 21-0-0 ,. - 2-11-8 7-6-8 7-6-8 2-11-8 Plate Offsets(X,Y)-- (3:0-3-4.0-2-0].[5:0-3-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.24 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.66 8-9 >374 180 M18SHS 220/195 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.28 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 5-9,3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1005/0-5-8 (min.0-1-8),6=1005/0-5-8 (min.0-1-8) Max Horz 2=51(LC 13) Max Uplift2=-228(LC 14),6=-228(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-3425/677,3-12=-3369/683,3-13=-1658/313,13-14=-1605/316,4-14=-1581/326, 4-15=-1581/323,15-16=-1605/313,5-16=-1658/310,5-17=-3370/696,6-17=-3425/690 BOT CHORD 2-11=-594/3217,10-11=-589/3181,9-10=-589/3181,8-9=-621/3182,6-8=-627/3217 WEBS 4-9=0/537,5-9=-1827/434,5-8=-9/519,3-9=-1827/426,3-11=-5/519 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; r��1 r� Lumber DOL=1.60 plate grip DOL=1.60 r_ 'o f R. p'" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 s4 GIN , +�-7„ -3)Unbalanced snow loads have been considered for this design. Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs - non-concurrent with other live loads. ,C 870 2P1r f,- 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. !', + 8)A plate rating reduction of 20%has been applied for the green lumber members. it ` � 9)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '��' capacity of bearing surface. �,l �Q�R '''' ''.'7,;49::' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=228, 0 ,• 6=228. A i '' ' 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES:06/30/2015 May 30,2014 ARNENG-Verify design parameters and RE4.6 NOTES ON IRIS AND INCLUDED NITER REFERENCE PAGE MII-7473 yea 1/29/2014BEFORE USE .. D sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 If Southern Pine Inst lumber is wee-theft,the design values are those effective.05/41/1013 try MSC Job Truss Truss Type Qty Ply K1063557 HD_COMPONENTS_DREY T05 Common 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.520 s Apr 22 2014 MiTek Industries,Inc. Fri May 30 11:10:15 2014 Page 1 ID:tGtbrMj?cLBnxyp110HrSUzU28h-xBejGjeGrX7f5EMf011EhBFD2X1tZJCpPJOT29zBJY6 -2-0-0 1 5-8-2 10-6-0 15-3-13 21-0-0 1 23-0-0 2-0-0 5-8-2 4-9-13 4-9-14 5-8-3 2-0-0 Scale=1:41.1 4x4= 4 400 12 P1 1.5x4 \\iiierK12 13 1.5x4 // 3 5 ca 11 14 ry 2 6 N 3 LI LI II NIMA 10 9 8 IC I_ d 4x4 = 3x4= 3x4= 3x4= 4x4= I 7-3"7 I 13-8-9II 21-0-0 _ 7-3-7 8-5-2 7-3-7 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP _TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.27 Vert(LL) -0.09 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.24 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1005/0-5-8 (min.0-1-8),6=1005/0-5-8 (min.0-1-8) Max Horz 2=51(LC 13) Max Uplift2=-228(LC 14),6=-228(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-1953/400,3-11=-1896/413,3-12=-1709/346,4-12=-1656/354,4-13=-1656/354, 5-13=-1709/346,5-14=-1896/413,6-14=-1953/400 BOT CHORD 2-10=-309/1790,9-10=-166/1226,8-9=-166/1226,6-8=-331/1790 WEBS 4-8=-66/580,5-8=-396/179,4-10=-66/580,3-10=-396/179 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. P � ' 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .+� � ; non-concurrent with other live loads. -5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'g'.441 -j - 6)a 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 ,t 870 2PE fit between the bottom chord and any other members. c� 7)A plate rating reduction of 20%has been applied for the green lumber members. - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=228, 6=228. %, ' / 1+:. Ad 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QbE00 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� r* ',b PVI R , � . A NI EXPIRES:0613012015'. May 30,2014 ,,,�����I���``` ARNERG-Verify design parameters and READ NOTES ON THIS AND NCLUDED NITER REFERENCE PAGE NII-7473 fee 1/19/201481FORFUSE D sign valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 if Southern Ptne ISPI lumber a speetfied,the design values.are those effective 06/05/5013 by Al SC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MirDimensions are in ft-in-sixteenths. •lioi, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/ " NIMEEMI2. Truss bracing must be designed by an engineer.For 6 wide truss spacing,individual lateral braces themselves o ll WEBS 4 may require bracing,or alternative Tor I Mr—ilintp bracing should be considered. Aidllir O o 14.11Aliv 0 1,1 ,0_, 3. Never exceed the design loading shown and never Io- stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 e c6- cs-s ,-- designer,erection supervisor,property owner and plates 0 ''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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,ESR 1988 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. *1111Indicates 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. ■=M reaction section indicates joint — 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINIM tt 18.Use of green or treated lumber may pose unacceptable —� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. hill ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 11/11rek: 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013