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2045 Truss Specs 08272012 �� M iTe k� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Fax 9161676-1909 Re: 11122 PUGET SOUND BUILDERS PLAN 2045 MOD MP/K The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal:R35060964 thru R35060975 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 63 These truss designs rely on lumber values established by others. y��,R S. Tlly�tc q2� ��st�r�ti �- ,�� .�. �`hp v �.., '� �� b.�q �� =G S ,�L August 27,2012 Tingey,Palmer 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 7n,ss Tn,ss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MODR35 60964 ��z2 q� Common Truss z � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:05 2012 Page 1 ID:AIXIftrTKH WSG4SM6gaa8?y60r_-hLBeLi2sSk1_SBuIdScPwhYPAMd9ZxN37veJjyjd_K zi-o o z�is az-o-o �aaso -�� y-0 3 I 1-7-13�'I 7 13 I 18-4 3 1E 0 1-6-0 Swle=1:�5 2 �6— 3zfi= 11 12 �3 14 15 10 16 y ��49 1B 8 19� Sx5% �7 5�5� 20 � 6 6 W 12 21 5 51 n � a � 3 24 �n Z �1% $It 3x5= 3x5= � q�r qq 43 42 41 40 39 39 37 36 35 31 33 32 31 30 29 28 27 26 3x6= 3z6= 42-0-0 42-0-0 Plate Offsets X Y: 6:0-2-8 0-1-8 12:0-4-8 0-2-12 14:0-4-8 0-2-12, 20:0-2-8 0-1-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.01 25 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 25 n/r 90 TCDL 8.0 Rep Stress Incr YES WB 0.24 Hoa(TL) 0.01 24 n/a n/a BCLL 0.0 ` Code IRC2009lTPI2007 (Matrix) Weight:230 Ib FT=76% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except OTHERS 2x4 HF Stud`Except' 2-0-0 oc purlins(6-0-0 max.):12-14. 1336,11-37,10-38,9-39,15-35,1634,1733:2x4HFNo.2 BNOEBSHORD RiRowatlinrrgPi;ectlyapplied;3-36,0-037bra38,15-35,16-34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 42-0-0. (Ib)- Max Horz 2=-98(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)24,36,38,39,41,42,43,44,45, 46,34,33,31,30,29,28,27,26,2 Max Grav All reactions 250 Ib or less at joint(s)24,37,41,43,44,45,46,35, 31,29,28,27,26,2 except 36=257(LC 16),38=263(lC 17),39=253(LC 17), 42=274(LC 17),34=263(LC 17),33=253(LC 17),30=274(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (16) 1)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)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. 6)Provide adequate drainage to prevent water ponding. �I�r 7)All plates are 1.Sx4 MT20 unless otherwise indicated. Q�,,� r�L�`�, 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. ! � �,3. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 11)*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 fd between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)24,36,38,39, 41,42,43,44,45,46,34,33,31,30,29,28,27,26,2. ,p 13)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and 3 (� � �� referenced standard ANSIITPI 1. �+ � 14)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the anatysis and design of this truss. ��e$S,� �Sr�� (j�� 15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. �1(`j��,�� 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard August 27,2012 A WdRMNOG Vm;(y design parmneters aad RSdU l�07ES ON 7N(S hc�/NCLUDBD iII78K 1�,F�RBNCS PdG6 HlJ 7473 BEFORE USS. ��° Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper inco/porafion of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during cons}ruction is the responsibillity of ihe MiTek� erector.Additional permanent brocing of the overoll siructure is ihe responsibilify of ihe building designec For generol guidance regarding 7777 GreenDack Lane,Suite 109 fabrication,qualify control,storage,delivery.erection and bracing,consuR ANSI/TPII�ual(fy Cdieda,DS6•89 and 6C51 lutldinp Componenl N Sout�em P�e(SP or SPp)flumber is specif�ied,the design values�re those effecvve 06r0122012 by ALSC or proposed by SPIB. cnrus Hegncs,cn,e5e�a ,lob 7russ Truss 7ype Qty F�y PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060965 ��Z2 ,qz Common Truss 10 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR I Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:07 2012 Page 1 ID:AIXIftrTKH WBG4SM6gaa8?y60r_-djJOm046_LHiNS2hIWet?6ecGA5u1 nGMaD75ocyjd_I 73-0-15 15-10-10 19-43 21-0-0 2-7-13 26-1E 28-11-1 35-2-4 42-0-0 43-6-0� -t80 6-9-12 6-9-12 1-6-0 1E-0 69-12 63-3 2-9-11 3-5-9 1-7-13 1-7-13 3-5-9 2-9-1'I 633 Scale=1'.75 0 6z6= 6 �6z6= 600 12 � 3z4� 3�4� 8 5 Oz9� p 21 � 4x9� P 9 � 15x4 � 4 1 Sx4�i 10 3 24 19 11 Z 12�d �' d 18 25 17 26 27 14 � 13 Sx10= 16 15 5x10= 3xq= <x10 MTiBH= 6z10 MT18H= 3z4= 3z5= 3x8= 26-1-6 32-0-0 42-0.0 10-0.0 15-10-10 $-10-10 10-0-0 10-0-0 510.10 10-2-12 Plate Offsets X,Y: 2:0-2-2 Ed e 5:0-1-12 0-1-8 6:0-4-0 0-2-8 7:0-4-0,0-2-8 B:0-1-12 0-1-8, 11:0.2-2,Ed e, 16:0-1-12 0-1-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.75 Vert(LL) -0.62 16-18 >798 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.93 16-18 >537 240 MT18H 185/148 TCDL 8�0 Rep Stress Incr YES WB 0.47 Horz(TL) 026 11 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight:188 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 6-7:2x4 HF No.2 except BOT CHORD 2x4 HF 1650F 1.SE 2-0-0 oc purlins(3-1-15 max.):6-7. WEg$ 2x4 HF No.2'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-13,10-13,5-18,31 S:2x4 HF Stud WEBS t Row at midpt 6-15,8-15,5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1921/0-5-8 (min.0-4-2),11=1921/0-5-8 (min.0-4-2) Max Horz 2=-98(LC S) Max Uplifl 2=-189(LC 7),11=-189(LC 8) Max Grav 2=2492(LC 17),11=2492(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-4707/239,3-19=-4523/265,3-4=4346/227,4-20=-4197/237,20-21=-4159/240, 5-21=-4058/251,56=-3182/219,7-22=-3003/219,B-22=3184/195,8-23=-4057/252, 9-23=-41971237,9-10=-4346/227,10-24=-4522/265,11-24=-4707/239,6-7=-2670/222 BOT CHORD 2-18=-244/4092,18-25=-141/3475,17-25=141/3475,17-26=-141/3475, 16-26=-141/3475,15-16=-24/2667,1527=-57/3475,14-27=-57/3475,14-28=-57/3475, 13-28=-57/3475,11-13=-146/4091 WEBS 6-15=-284/292,7-15=-52/991,5-15=-1160/169,8-13=-15/656,10-13=-484/138, 6-16=-74/990,516=-1164/169,5-18=-15/658,3-18=-484/138 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. rIJ�+ 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times ilat roof load of 25.0 psf on overhangs Q��; A� C�,� non-concurcent with other live loads. 5)Provide adequate drainage to prevent water ponding. � �'}, 6)All plates are MT20 plates unless otherwise indicated. F., 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rn 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. ; 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=189,11=189. A� fi' q� 9 �' 10)This truss is designed in accordance wAh the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and �,c�r ��i/ST��'' �'a� referenced standard ANSI(fPl 1. � 11)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. `r�lQtyy�[,�G� 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to iruss TC w/2-10d nails. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. August 27,2012 LOAD CASE(S) Standard A WdRHING Verify design par�rrxeters aad READ NO7ES ON 77lIS d)m 11�LUDF�M7EK R6F6R61MCE PAGS Nf!-71 T3 BEFORS USS. ��, Design valid for use only with M7ek connectors.This design is based onN upon parameters shown,and is for an individual building component. ApplicabiliN of design paramefers and proper incorporation of componeM is responsibility of building designer-not}russ designer.Bracing shown is for lateral supporf of individual web members only.Addifional temporary bracing to insure stability during cons}ruction is ihe responsibilliN of ihe MiTek� erectoc Additional permanent bracing of ihe overall structure is ihe responsibility of ihe building designec For generol guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erecfion and bracing.consuli ANSIRP�1 Qualfly Cdfeda,DS6•89 and 6CSI 6uildlny Componmt Saley Inbrmafion available f�om Truss Plate Ins}itute,781 N.Lee StreeL Suite 312,Alexandrio,VA 22314. Cdrus Heghts,CA,95810 tt Southem Ptne(SP ar SPp)I�mber is specifkd 1he desfgn values are those etfectrve 061D712012 by ALSC or proposed 6y SPIB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060966 ��22 q3 Common Truss � � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:08 2012 Page 1 ID:AIXIflrTKHWSG4SM6gaa8?y60r_-SwtmJSkIfPZ?bdtJD96YJAn_aR6m E UVpttfK2yjd_H 13-0-15 19-4-3 21-0-0 2-7-13 2&11-1 35-2-4 42-0-0 -1-6-0 6-9-12 5.3_3 6-9-12 1-6-0 6-9-12 6-33 6-3-4 1-7-13 1-7-13 6-3-0 Swle=1:73.7 6x6= 6�- ] fi 21 3[4� 3z4% 8 5 20 4�t9% 19 � 4z9� a 9 d � 1.SM<�� 4 1.Sx4// 600� 10 3 � 78 11 2 � � 17 21 16 25 � 13 � 12 4x10= 5i10= 15 14 3x4= 4x10MTi8H= 3�_ �8= 4ztOMTiBH= 3YC- 10-0-0 32-0-0 � 42-0-0 . Plate Offsets(X Y) [2 0 2 2 Edae� [5 0-1 12 0-1 SI [6 0-4 0 0-2 8] [7'0 4 0 0-2-8] [8'0-1-12 0-1-8] [11'0-0-7 Edqe] [12:0-1-12 0-1-8] [15:0-1-12 41-81 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.63 15-17 >797 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 VeA(TL) -0.93 15-17 >537 240 MT18H 1851148 TCDL 8� Rep Stress Incr YES WB 0.48 Horz(TL) 0.26 11 n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:186 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F t.SE'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 6-7:2x4 HF No.2 except BOT CHORD 2x4 HF 1650F 1.SE 2-o-0 oc purlins(3-1-14 max.):6-7. WEgS 2x4 HF No2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 8-12,10-12,5-17,3-17:2x4 HF Stud 10-0-0 oc bracing:14-15. WEBS 1 Row at midpt 6-14,8-14,5-15 MiTek recommends that Stabilizers and required cross bracing be installed during iruss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 11=1805/0-5-8 (min.0-3-15),2=1924/0-5-8 (min.0-4-2) Max Horz 2=109(LC 7) Max Uplift 11=-138(LC 8),2=-189(LC 7) Max Grav 11=2376(LC 17),2=2495(LC 17) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-4712/239,3-16=-4528/265,3-4=-4351/227,4-19=-4203/238,19-20=-4144/242, 5-20=-4063/252,56=-3187/220,7-21=3009/222,8-21=-3189/198,8-22=-4079/263, 9-2 2=-4 2 1 7124 9,9-10=-4367/239,10-23=-4548/278,11-23=-4732/264,6-7=-2675/225 BOT CHORD 2-17=-255/4096,17-24=152/3480,16-24=152/3480,16-25=-152/3480, 1525=-152/3480,14-15=-36/2672,1426=-76/3486,13-26=-76/3486,13-27=-76/3486, 12-27=-76/3486,11-12=-188/4118 WEBS 6-14=-275/294,7-14=-52/992,8-14=-1169/174,8-12=-25/674,10-12=-497I145, 6-15=-74/992,5-15=-1164/169,5-17=-15/658,3-17=-484/138 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 �$, N r� 3)Unbalanced snow loads have been wnsidered for this design. � 4)This truss has been designed for greater of min roof live load of 20.0 p6f or 1.00 times flat roof load of 25.0 psf on overhangs Q�` �• S �- non-concurrent with other live loads. �.�' - �,3• 5)Provide adequate drainage to prevent water ponding. �`/ � 6)All plates are MT20 plates unless otherwise indicated. _ 7)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) "� �� 11=138.2=189. ��fi � �i/S��k� � 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and F°, Cj1� referenced standard ANSIITPI 1. ��`��U�� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)puriins at oc spacing indicated,fastened to truss TC w/2-10d naiis. 13)All dimensions given in feet-inches-si�cteenths(FFIISS)format. AUgUSt 27,2��2 Continued on page 2 �WdRWNG Verify design pm�m+eeters aud RF.At)H07ES ON 77IIS hcm II�LUDBD Hf fEK REFERfiNCE PdGB H1J 74T3 BEPORE USB. ��, Design valid for use only with M7ek 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-nof iruss designer.Bracing shown is for lateral suppor}of individual web members only.Additional temporary brocing to insure s}ability d�ring cons}ruction is ihe responsibillity of}he MiTek" erecfor. Additionai permanent bracing of}he overall structure is ihe responsibili}y of}he building designer.For generol guidance regarding fabrication,quality coniro6 sforage,delivery,erection and bracing,consulf ANSI/TPII Qually Cdferia,DSB-89 and 6CSI 6utldiny Component 7777 Greenback Lane,Suite 109 H SoutAern P ne(SP orl SPp)flumber is Ispetiftitd,the design values are th at effectrve O6i01?2012 by ALSC or propoaed by SPoB. CRrus HeigMS,CA,95810 Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060966 ��22 q3 Common Truss � � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:08 2012 Page 2 ID:AIXIftrTKHWSG4SM6gaa8?y60r_5wtm JSkIfPZ?bdtJD96YJAn_aR6mEUVptlfK2yjd_H LOAD CASE�S) Standard �WdRI�NG Verify dmtgn pa+-mnders aad RFaD NO7TsS ON 7HIS dM]lI�LUDfiD NfTP1C RPi'6R�ICB PdGS ld/!T4T3 B&PORE USB. �' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiliiy oF design parometers and proper incorporation of componenf is responsibility of building designer-nof iruss designer.Bracing shown is for laferal support of individual web members only.Additional temporary bracing to insure stability during consirUCtion is the responsibillity of the MiTek� erector.Addifional permanent bracing of the overall s}ructure is}he responsibility of the building designer.For general guidance regarding fabncafion,quality confrol,storage,delivery,erection and b�acing,consult ANSI/TPII�ualih Cdteda,DSB-89 and 6C51 Bulldiny Component 7777 Greenback lane,Suite 109 tt 9 uthem�in�e(SP orl SPp)lomber is Ispecified,theedesign values are those effectrve 06�01+2012 by ALSC or proposed by SPoB. cnms Hegnts,cn,asei o �ob Tn,ss Truss Type Qty P�y PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060967 ��22 A4 Common Truss 4 � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:10 2012 Page 1 ID:AIXIftrTKHW8G4SM6gaa8?y60r=11_XPP6?HGfHEvnFQeCadkG7XN7dE8?oHBMlOxyjd_F 13-0-15 19-4-3 21-0-0 22-7-13 28-11-1 35-2-0 41-9-0 -1b-0 6-9-12 g_g_3 6-6-12 1�6-0 6-9-�2 6-33 6-3-0 1-7-13 1-7-13 F-3-4 Scale=1'.73 6 6z6= 5xl= 7 6 21 aa c �4 i 8 5 20 dxg% 19 � 4z9� 9 1.Sx4�� 1 15x4// 6.W 12 10 3 � 18 11 Z d $1 25 13 27 12 17 24 16 � 15 14 Sz9� 5z10= �4= 4x10MTi8H= 4x10MTi8H= 3u4= 3z5— 3v8= 32-0-0 41-9-0 10-0-0 22_0-0 9-9-0 10-0-0 Plate Offsets X,Y: 2:0-2-2 Ed e 5:0-1-12,0-1-8 s:aa-o az-s 7:0-4-8 0-2-4 8:0-1-12 0-1-8 11:0-2-3 0-1-15, 15:0-1-12 0-1-5 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.75 Vert(LL) -0.61 15-17 >816 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.90 15-17 >549 240 MT18H 185/148 TCDL 8 0 Rep Stress Incr YES WB 0.47 Hoa(TL) 024 11 n/a nla BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:191 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 6-7:2x4 HF No.2 except BOT CHORD 2x4 HF 1650F 1.5E'Except' 2-0-0 oc purlins(32-0 max.):6-7. 11-13:2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEg$ 2x4 HF No.2'ExcepY WEBS 1 Row at midpt 614,8-14,5-15 8-12,10-12,5-17,3-17:2x4 HF Stud MiTek recommends that Stabilizers and required cross WEDGE bracing be installed during truss erection,in accordance with Right:2x6 SYP No2 Stabilizer Installation uide. REACTIONS (Ib/size) 11=1800/0-2-8 (min.0-2-6),2=1918/0-5-8 (min.0-4-2) Max Horz 2=109(LC 7) Max Uplift 11=-137(LC 8),2=-189(LC 7) Max Grav 11=2373(LC 17),2=2488(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-4697/239,3-18=-4513/265,3-4=4336/227,4-19=-4187/237,19-20=-4127/242, 5-20=-4048/252,5-6=3172/219,7-21=-2989/221,8-21=-3169/197,8-22=-4030/260, 9-22=-4168/246,9-10=-4318/235,10-23=-4483/273,11-23=-4667/259,6-7=-2657/224 BOT CHORD 2-17=-255/4082,17-24=152/3466,16-24=-152/3466,16-25=-152/3466, 15-25=-152/3466,14-15=-35/2658,14-26=-74/3456,13-26=-74/3456,13-27=-74/3456, 12-27=-74/3456,11-12=182I4043 WEBS 6-14=-282/285,7-14=-52/984,8-14=-1150/172,8-12=-22/643,10-12=-451/141, 6-15=-74/995,5-15=1164/169,5-17=-15/658,3-17=-484/138 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enciosed;MWFRS(low-rise)gable end zone; cantilever lefl and right exposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=1.1,Lu=50-0-0 �,f� 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 `,Q.�' ' '�f.. non-concurrent with other live loads. i � �.yy, 5)Provide adequate drainage to prevent water ponding. � 6)All plates are MT20 plates unless otherwise indicated. '� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reclangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. � 9)Provide mechanical connedion(by others)of truss to bearing piate at joint(s)11. � 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) ��' ,��7��,� ��t{�;` 11=137,2=189. 11)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.10.2 and `rSJ��f�L`ti� referenced standard ANSIlTPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. AU9USt 27,2�12 d9dtAdLdi1��Diven in feet-inches-sixteenths(FFIISS)format. AWdRMNG Verify design pm'maeters und RBdD N07ES ON TNfS hcm/NCLUDSD FII1F.K REF6R�CE PdG6 MI 74Td BEPORE USS. �� Design valid for use only with MTek connecfors.This design is based only upon parameters shown,and is for an individ�al b�ilding componen}. ApplicabiliN of design parameters and proper incorporation of component is responsibiliN of building designer-no}iruss designer.8racing shown is for lateral suppwt of individual web members only.Additional temporary bracing fo insure stability during consiruction is ihe responsibillity of ihe MiTek' erector.Additional permanent bracing of}he overall sfrucfure is ihe responsibility of}he building designec For general guidance regarding fobrication,quali}y con}ro6 storage,delivery.erection and brocing,consult ANSI/TPII Quolily Cdleda,DS6-89 and 6CSI 6uildiny Component 7777 Greenback Lane,Suite 109 If South n P ne(SP or15Pp)fiumber is Ispecifiedt tNe design values are those eTfecfrre Q610122012 by ALSC or proposed by SWB. cnrus HegMs,CA,essio Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060967 ��22 A4 Common Truss 4 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 1 S 2012 MiTek Industries,Inc. Mon Aug 27 12:35:10 2012 Page 2 ID:AIXIWTKHW8G4SM6gaa8?y60r_11_XPP6?HGfHEvnFQeCadkG7XN7dE8?oHBMlOxpd_F LOAD CASE(S) Standard AWdRMNG VeriJy dmign pm'mnetera axd RFaU NP755 ON 77115 MID INCLUDED MIITSIC REF&RENCE PdG6l411 74T3 BEFORE USB. �� Design valid for use only with M1ek 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 iruss designer.Bracing shown is for lotemi support of individual web members only.Additional temporary bracing to insure stability d�ring construction is ihe responsibillity of}he MiTeK erecta.Additional permanen}bracing of the overall s}ruciure is the responsibility of the building designec For general guidance regarding fabrication,quality conirol,storage,delivery,erection and bracing,consuH AN51/iPll Quallly Crileria,D56-89 and 6CSI 6utldinp Camponent 7777 Greenback Lane,Suite 109 If��them P�e(SP orl SPp)lumber is Ispecrfiedt�eBdesign values are those effectrve 06.ro1?2012 by ALSC or proposed Gy SPoB. Ci[rus Heights,cn,95et o Job Truss Tn,ss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060968 ��22 g� Common Truss � � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:11 2012 Page 1 ID:AIXIftrTKH W8G4SM6gaa8?y60r_-V Wvcl7dl an8s3MS_Mjp9yoTznhHziAyV rSJxNyjd_E -0-'11-9 4-0-0 8-0-0 8-11-9 0-11-9 4-0.0 4-0-0 0-'11-9 Swle=1-.29.9 4x<_ 4 12 11 1000 12 i.5x4 II �SKq II 5 3 � 6 � Z � � �d 1 �p 9 8 3z<= 3v4= 15x4 I I 1 5x4 I I 1.5x4 I I 8-0-0 8-0 0 Plate Offsets X,Y: 2:0.2-1 0-1-8, 6:0-2-1 0-1-8 LOADING �ps� SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.06 Vert(LL) -0.01 7 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 7 n/r 90 TCDL $� Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:32 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide REACTIONS All bearings 8-0-0. (Ib)- Max Horz 2=-73(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (t3) 1)Wind:ASCE 7-05;BSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qual'rfied building designer as per ANSIlTPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat rooT snow);Category II;Exp B;PaAially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withsta�ding 100 Ib uplift at joint(s)2,6,10,8. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ��. j�� referenced standard ANSIITPI L � 12)"Semi-rigid pitchbreaks with Tixed heels"Member end fixity model was used in the anatysis and design of this truss. Q�" ASHf �� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. ,�„'� i �:'�, LOAD CASE(S) Standard � �� 4�7 G,4 �dA�,��Ci/STf:��` �,��t?�' `C�,�U�tif.�L�'�� August 27,2012 AWdFtMNG Verify design parmneters axd READ N07ES ON 77175 dN01NCLUD6D M7ElC R6FbR8NCS PdG6 Ht174T3 BFf ORE USB. �� Design valid for use only with MiTek connectors.This design is based ony upon parameters shown,and is for an individual building component. Applicability of design parameters and proper inwrporation of component is responsibility of building designer-no}}russ designec Bracing shown is for lateral support of individual web members only.Additional femporory brocing to insure stabili}y during consfruciion is}he responsibillity of ihe MiTek� erector.Addi}ional permaneni bracing of ihe overall sirucfure is ihe responsibili}y of}he building designer.For general guidance regarding fabrication,quality conirol,storoge,delivery,ereciion and brocing,consulf ANSI/TPII Quality Ciiteria.DSB-69 and BCSI BuOdinq Component 7777 Greenback Lane,Suite 109 tt So thern P1ne�(SP orl SVp)fiumber is specified}theedes gn value3 are th ae effectrve 06N122012 by ALSC or proposed hy SPoB. carus Hei9ncs,cn,esei o �oy Truss Truss Type Qty P�Y PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060969 11122 B2 Common Truss � 2 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 1235:12 2012 Page 1 ID:AIXIftrTKH WBG4SM6gaa8?y60r_-zh6Hp58Fouv?U DxeY3E2i9LazBs9iwJ5kVrsTpyjd_D 4_� a-ao 4-0-0 4-0-0 Scaie=128.7 4s5 II 2 6 5 10.00 12 3 1 � � � q 8 TH026 4z8 II THD26 Sx5/i Sz5�� THD26 a-o-o 8-0-0 4_0_� 4-0.0 Plate Offsets x,Y: 1:0-2-13,0-2-8, z:a�-i2 a2-o s:az-�s o-2-a a:aa-�z,o-2-0 LOADING (ps� SPACING 2-0-0 �SI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.30 Vert(LL) -0.05 1-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.08 1-4 >999 240 TCDL 8� Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:61 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD 2x6 HF 1650F 1.SE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS (Ib/size) 1=3801/0-SS (min.0-3-2),3=3880/0-5-8 (min.03-3) Max Horz 1=69(LC 6) Max Uplift 1=-237(LC 7),3=-242(LC S) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-4265/263,2-5=-4143/273,2-6=-4143/273,36=-4265/263 BOT CHORD 1-7=-179/3154,4-7=-179/3154,4-8=179/3154,3-8=-1 7 9131 54 WEBS 2-4=-285/5297 NOTES (13) t)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords conneded as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-3-0 oc. Webs connected as follows:2x4-t row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) S 1=237,3=242. � N� 9)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and �F.�' �'f.. referenced standard ANSIlTPI 1. �$� �" Gy 10)"Semi-rigid pHchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1 1)U s e U S P T H D 2 6(W i t h 1 6 d n a i l s i n t o Girder 8 NA9D nails into Truss)or equivalent spaced a12-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)A4(1 ply 2x4 DF) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 13)Ali dimensions given in feet-inches-sixteenths(FFIISS)format. A h � ��' LOAD CASE(S) Standard ��,.t� '�t,'Jg��t��` �` 1)Snow:Lumber Increase=1.15,Piate Increase=1.15 �� Unifortn Loads(pl� ��7ALh�� Vert 1-2=-66,2-3=-66,1-3=-14 August 27,2012 Conti�ued on page 2 AWdRMNG Verify dmign pm'meoetem and RSAD N07ES ON 7HIS dDID/NCLUDED Nf78K R6Ph�MCE PdGS N1I 74T3 BBPORS USB. �� Design valid for use only with M7ek connecfors.This design is based only upon parameters shown,and is for an individuai building component. ApplicabiliN of design parameters and proper incorporation of componenf is responsibility of building designer-nof fruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure sfabiliN during construction is the responsibillity of the MiTek' erectoc Additional permanent bracing of fhe overall strudure is}he responsibility of}he building designec For generol guidance regarding fabrication,quality control,storage,delivery,erection ond bracing,consult ANSI/TPII QualiN Cdledc•DSB-89 and 6C51 6ulldinp Component 7777 Greenback Lane,Suite 109 tt'Sotyuthem P ne(SP ar SPp)flumber is Ispecifricd.Vae design values are those eTfectrv�e 06r'Ot?T012 by ALSC or propoaed by SPoB. cnn,s Heghis,cn,aseio Job Truss Truss Type Qty P�Y PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060969 11122 B2 Common Truss � 2 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:12 2012 Page 2 ID:AIXIftrTKHW8G4SM6gaa8?y60r_zh6Hp58Fouv?UDxeY3E2i9Laz8s9iwJ5kVrsTpyjd_D LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:4=2359(B)7=-2359(B)8=-2359(B) A WdRN/NG VeriJy deaign parmnde�s and RfidD HV7ES ON 7HIS MID IIfCLUDFD idTBK RBFER6NCS PdGfi lfl!7473 BSPORE USB. �;- Design valid for use only with MTek connectors.This design is based only upon parame}ers shown,and is for an individual building component. Applicabiliiy of design parameters and proper incorporation of component is responsibility of building designer-not huss designec Bracing shown is for lateral support of individual web members only.Additional}emporary bracing to inwre sfability d�ring construction is}he responsibillity of ihe MiTeK erecf«.Additional permanent bracing of fhe overall siructure is}he responsibility of ihe building designec For generol guidance regarding tabncation,quality con}rol,sforoge,delivery,erection ond bracing,consult ANSI/TPII Quallly CrHeria,D56-89 and 6CSI 6utldiny Componenl 7777 Greenback Lane,Suite 109 Safety Inbrmafion available from Tniss Plate Institute.781 N.Lee Sireet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 tt Southem P�ne(SP or SPp)lumber 1s apecif"kd me design valuea are those effective 06101'2012 by ALSC or proposed by SRB. �ab Tn,ss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060970 11122 C1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:13 2012 Page 1 ID:AIXIftrTKHW8G4SM6gaa8?y60r_Stgf1 R9tZB1 s5NVq5nIHENunabKNRb5Fz9aQ?Fyjd_C 16 0 q-g_p 9-6-0 11-0-0 1�6-0 4-9-0 4-9-0 1b-0 Scale=1:38.8 6x8= 3 a�a% 3z4�� 1.Sz4 I I 12 1.Sz1 I I 11 10.00 12 3z4�i 3x4�� d 4 al Z � 1 5x4 I I 6 i Sz4 I I 5 � 4x4/i 1 Sx4 I I 6z4�� q_g_p 9-6-0 4-9-0 4-9'0 Plate Offsets X Y: 2:0-1-4 0-1-10 4:0-1-4 0-1-10 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.18 Vert(LL) -0.01 2-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 2-6 >999 240 TCDL $�� Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 " Code IRC2009lTPI2007 (Matrix) Weight:52 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEgS 2x4 HF Stud MiTek recommends that Stabilizers and required cross OTHERS 2x4 HF Stud bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=477/0-3-8 (min.0-1-8),4=477/0-3-8 (min.0-1-8) Max Horz 2=83(LC 6) Max Uplift 2=-80(LC 7),4=-81(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-380/12,3-11=-251/22,4-12=379/11 NOTES (12) t)Wind:ASCE 7-05;SSmph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consull qualified building designer as per ANSIlTPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 10)This truss is designed in accordance wRh the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI L � • rIJ�+ 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ` � 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. Q� / ` .i,. ��'.a LOAD CASE(S) Standard ` � ��,s��,��C/s 9:R�� r�°� ��VAL��. August 27,2012 A WdR�NG-Verify design pm'mnetcrs and RBdU N07FS ON 7HIS dN0/NC4UDSD►II7ER R6FE�CE PdG61flI 7473 BFf ORS USS. �� Design valid For use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parame}ers and proper incorpwation of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during consiruction is the responsibillity of ihe MiTeK eredor.Addifional permanent bracing of fhe overall s}ructure is ihe responsibility of ihe building designec For general guidance regarding fabrication,quality con}rol,storage,delivery,erecfion ond bracing,consult ANSI/iPll QualHy Criter�a.DS6-89 and 6C51 6u11diny Component 7777 Greenback Lane,Suite 109 Safeiy Inbrmafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. CRrus Heghts,CA,95610 tt Southem Pme(SV or SPpy lumber 1s specified me�sign values are those effectne 06107Q012 by ALSC ar proposed by SPIB. �ob 7n,ss Truss Type Qty P�y PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060971 ��24 �2 Special Truss 2 � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:13 2012 Page 1 ID:AIXIftrTKHW8G4SM6gaa8?y60r_StgflR9tZ61s5NVq5nIHENukObKQRb5Fz9aQ?Fyjd_C -1b-0 4-9-0 9-6-0 11-0-0 1�i-0 4-9-0 4-9-0 180 Scele=19G.8 dx4= 3 8 1000 12 4 � Z � 6 5 � �4= 15z4 I I 3z4= q_g_p 9-6-0 4-9-0 4-9-0 Plate Offsets X Y: 2:0-2-1,0-1-5, 4:0-2-1 0-1-8 LOADING (ps� SPACING 2-0-0 �SI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.01 4-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 2-6 >999 240 TCDL a� Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a nla BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:35 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Inslallation uide. REACTIONS (Ib/size) 2=477/0-3-8 (min.0-1-8),4=477/0-3-8 (min.0-1-8) Max Horz 2=-87(LC 5) Max Uplift 2=-80(LC 7),4=-80(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-374/12,4-8=-374/12 NOTES (10) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end verlical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;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 16.0 psf or t.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. 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 fd between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 8)This truss is designed in accordance wKh the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S) Standard �f��L{` QY,� A3 .f- t;� ,�. c� `4 �, 95 � �.� ��fi �'��iSTfR�' � �`�51��(AL�� August 27,2012 �WdRMNG Verify deaign parmneters and READ NOT85 OH 7HlS dND(NCLUDFD Nf1T�1C R6i&R6N�E PdG6 iII1 7473 BFf ORE USB. �— Design valid for use only with MTek connectors.This design is based onN upon parameters shown,and is for an individual building component �.. Applicabiliiy of design parameters and proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral supporf of individual web members only.Additional temporary bracing to insure sfability during consirucfion is ihe responsibillity of ihe MiTek' erecta.Additional permanent bracing of fhe overall structure is}he responsibility of ihe building designec For general guidance regarding fobrication,quali}y conirol,storage,delivery,erection ond bracing,consuR ANSIRP�7��alih Cdferfa,DS6-89 and 6C51 6uildiny Component 7777 Greenback Lane,Suite 109 tt Southem P�e(SP or SPp)flomber is Ispecrf}ied�tfra design velues are thaae effectrve�6tUtQ012 by ALSC or proposed by SPIB. CRrus Heghls,CA,95610 Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060972 ��22 p� MonopitchTruss � � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 1235:14 2012 Page 1 ID:AIXIftrTKH WBG4SM6gaa8?y60r_-w3E2En9VKV9ij W41 fU GWnaQyv?i?A3o0BpKzXiyjd_B _��_� 5-11-8 1b-0 5-1'I-8 1.Sx4 I I Swle=125.3 5 i5x4 II 4 6.00 12 9 15x4 II 3 2 � � 6 8 � �q= 15z4 II 1.Sx< II 1.Sz4 II � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.15 Vert(LL) -0.02 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.03 1 n/r 90 TCDL 8� Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 nla n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:23 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing diredly applied or 5-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEgS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss ereclion,in accordance with Stabilizer Installation auide REACTIONS All bearings 5-11-8. (Ib)- Max Horz 2=92(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)6,2,7,8 Max Grav All reactions 250 Ib or less at joint(s)6,2,7,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qual'rfied building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`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 belween the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(s)6,2,7,8. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and �� referenced standard ANSI/TPI L 'L� 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Q�' 'A3 }� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. r 'G'� fi. LOAD CASE(S) Standard � � � ', ��} ,� <C�' ��iC� �CilS'Tf:R�` ,��c�' S`��(7MAtr'�� August 27,2012 AWdRI�HKG Ven;jy dcsign panmmete/s and RfidO MDTF,S ON 7NIS dD�►NCLUDED UIITTsK R6F�h9NCE PdG6 H[l 7073 BEPORfi U56. �� Design valid for use only with MTek connectors.This design is based onN upon parameters shown,and is for an individual building component. Applicabiliiy of design paramefers and proper incorporation of componenl is responsibility of building designer nof iruss designer.Bracing shown is for Iaterai support of individual web memben onN�Additional temporary bracing fo insure stability during construction is ihe responsibillity of ihe MiTek' eredor.Addi}ional permanenf bracing of}he overall s}ructure is ihe responsibility of ihe building designec For general guidance regarding fabricofion,quolity conirol,storage.delivery,erection ond bracing,consuH ANSI/TPII Qualily Cdteria.DS!-89 and 6C51 6ulldin9 Componmt 7777 Greenback Lane,Suite 109 tf�S uthem P'e�SP orlSRp)flumber is specif�ieQ the design values are ffioae effective 06101Q012 by ALSC or proposed by SPo6. cams Heignis,cn,ess�o Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060973 ��22 p2 MONOTRUSS 5 � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:15 2012 Page 1 ID:AIXIftrTKHW8G4SM6gaa8?y60r_-0GoQS7A75pHZLgfDDBnIKoz1 MO_3vWeXQT3W48yjd_A -iso s-�i-e i�-o si i-e 1.Sx4 I I Scale=125 3 3 60U 12 5 e5 � � 2 � � 4 1 15x4 II �4_ � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.55 VeA(LL) -0.06 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 029 Vert(TL) -0.13 2-4 >527 240 TCDL S.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:20 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing diredly applied or 5-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud 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 uide. REACTIONS (Ib/size) 2=355/0-5-5 (min.0-1-8),4=206/0-1-8 (min.0-1-8) Max Hoa 2=92(LC 6) Max Uplift 2=-76(LC 7),4=-28(LC 7) Max Grav 2=363(LC 2),4=236(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;PaAially Exp.;Ct=1.t 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 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. 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 boriom chord and any other members. 7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 9)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI L S� r11�r. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �t; C`',r�� 12)All dimensions given in Teet-inches-sixteenths(FFIISS)format. Q �'4 � / �`�, LOAD CASE(S) Standard e+ ��ic�,��GISTf'.RY'� �';s,,��' G� �3��CJlv A[.�C� August 27,2012 AWdRI�CNG-Va�}fy dmign parmneters aad READ N07E5 ON 7NIS dNO INCLUDED M18KR6FERAMCE PdGB Xll 7473 BEFORB USB. �� Design valid for use only w'ith M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parame}ers and proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral supporf of individual web members only.Additional temporary bracing to insure stability during cons}ruction is ihe responsibillity of}he MiTek� erector.Addifional permanent bracing of the overall s}ructure is ihe responsibility of ihe building designer.For general guidance regarding fabrication.qualify con}rol,storage,delivery,erection and bracing,consult ANSI/TPII QuaMy CrHerta,DS6-89 and 6C51 6ulldinp Component 7777 Greenback Lane,Suite 109 Salety Inlormatlon available from Truss Plate Institute,781 N.Lee Sireef,Suite 312.Alexandria,VA 22314. Cdrus Heights,CA,95610 tt Southem Pme�SP or SPp)4umber is apecrfied,the design values are those effective 06NiR612 by ALSC or proposed by SP18. ,1ob rn,ss Tn,ss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060974 ��22 p3 MONO TRUSS 4 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 1235:15 2012 Page 1 ID:AIXIftrTKH WBG4SM6gaa8?y60r_-0GoQS7A75pHZLgfDDBnIKoz4vO0evWeXQT3W48yjd_A -��-o a-i�-a �-s-o a-i i-a Scele=121.6 3 15z4 II fi00 12 5 d 2 $i �a l 4 7 1.Sx4 II a.a= LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.06 2-4 >941 240 TCDL 8� Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 (Matrix) Weight:17 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing diredly appiied or 4-11-8 oc purlins, BOT CHORD 2x4 HF No2 excepl end verticals. WEgS 2x4 HF Stud 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 uide. REACTIONS (Ib/size) 2=319/0-5-5 (min.0-t-8),4=162/0-1-8 (min.0-1-8) Max Horz 2=78(LC 6) Max Uplift 2=-75(lC 7),4=-19(LC 7) Max Grav 2=325(LC 2),4=183(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-Afl forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;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 16.0 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. 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)4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connedion(by others)of truss to bearing plate at joint(s)4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding t001b uplift atjoint(s)2,4. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI L r�i�l 11)"Semi-rigid pAChbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. ��; `,� 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. Q � / i 'yG,,, LOAD CASE(S) Standard p � �Q�'� �'�JS"T�k'� t`��4" �s`�f tJ�(a?��'��,. August 27,2012 AWdR/�9NG Verify deaign Parmneters aad READ l�7ES ON iHIS hc�►NCLUDSD M7E/C R&F6R6NCS PdG6 i7(17473 BEFORE USS. �� Design 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 responsibili}y of building designer-noi fruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure sfability during cons}rudion is ihe responsibillity of ihe MiTek" erector.Addifionai permanent bracing of ihe overall s}ructure is fhe responsibility of ihe building designe�.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consuN ANSI/TPII Qua1Hy Cdleda,DS6-89 and ECSI 6utldiny Componenl 7777 GreenDack Lane,Suite 1 D9 tt So them C ne��SP ar�SFp)lumb�r is Ispecif}ied}the design values are thoae eftecfrvle O6l01?2012 by ALSC or proposed 6y SPoB. Citn,s Heghts,CA,95810 Job 7russ Tn,ss Type Qty Ply PUGET SOUND BUILDERS PLAN 2045 MOD MP/K R35060975 ��z2 pq Monopitch Truss � � Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Aug 27 12:35:16 2012 Page 1 ID:AIXIftrTKHW8G4SM6gaa8?y60r_sSMoffBIs6PQyqEPnvl_s?WIFo04eyJhf7p4cayjd_9 ��_p 4-11-8 1-6-0 4-11-8 Swle=1216 4 1.5.4 II 1.Sx4 II 600 12 3 d 2 � � .ti.>C � 6 5 3x4= 1bx< II i5x4 II � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.16 Vert(LL) -0.03 1 n/r 120 MT20 185I148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.04 1 n/r 90 TCDL a� Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:18 Ib FT=16°h BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEgS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-a0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 5=51/4-11-8 (min.0-1-8),2=228/4-11-8 (min.0-1-8),6=206/4-11-8 (min.0-1-8) Max Horz 2=78(LC 6) Max Upiift 5=-9(LC 6),2=-57(LC 7),6=-26(LC 7) Max Grav 5=62(LC 2),2=228(LC 1),6=220(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurcent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 9)'This truss has been designed for a live Ioad of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plale capable of wtthstanding 100 Ib uplift at joint(s)5,2,6. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and $,� referenced standard ANSIlfPI 1. Q.` ��L��. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Q �y �� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. G' LOAD CASE(S) Standard ��it�,��CiISTx��4;�'�y��' �`��O�fAL�� August 27,2012 � A WdR1�HMG Ver�j'y dcstgn pm�mReta*aAd RFaD N07ES ON 77IIS d/�ID INCGUD6D Hf18KR6FfiR6NCE PdGB Illl 7473 BFFORE USB. Design valid For use only with M7ek connectors.This design is based onN upon parameters shown,and is for an individual building component. 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