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2084 Truss Specs Roof iz-se ie-sa -. ........... `'. i . ... ... , C '�, . • _ , I � ; ; � � I ` ; .. . �.... . . . � f9 ' � ' � � � . i :..j"='!.. . I � - I iI �� . QII �-� �/ _ I � I^ � _ � P �\�" I �� i ' 'i , � _ , i� m i i �� I . . i , ,- ,i � , � ,� i " �/,.J , , � � �� I � � �� „, �_ �,�, , ; , �,, I� � , ' � � , . �, � , � , ql � . , i I�I �/ i "�,, ., �. . yll I W °' . � '.� I , I _._..-. . . .. . . . . ��-�. � ' � � � .. . . .. .. . . '. �i - � � i s� . i �.-- u ,. - � I . � .. �'_: . , ... � � w _ . � -'• -•. � , . .. Ir,i ,° ��` � �` i --, ' Y � � - .... ,., i .- �, ,� � � � -,� � : . . m �.. .R � � �� _ ... .. � . . � � �` � "� � �,'� i i � q� \ �� ... .il ' � � . �j� ,- I � . ��, � �. . ...o .. . : ... . .. o Wndd85mZh Ex7B ��iil .. ;% i pi ��.� -..--1 ..:�w I _ .. .__. � P P i ��.! . . . PitchUpper6/12 �i , I . � . ..��I. . . . . i �� Lower 4/12 �� I ',�I � .,. ;, � � YP ''i I � „ o I � � �; � i � w� �, . . .. , ... = ' ��-� � i . . . ......... ......... ..... ........ ...... . �K,��. ��, , Parr Eve.(bs) , I .. � �.�..�. . .. . I Tacoma Peoples Budder u. ,.,�,MO...... a-�-e _ isae z-a�, 2084 R1 Roof........ .Me .L nhueTRU$$CO. '' .. � urs 'i-:a-ia u.g� vJ9aozo12 .,.` �.,��,. 4,,.g� ,�q:I....�...` � / ,' _ ._. �..3--�S .._�_ __-�- �CE�VED MAR 0 � 2013 I3Y: �� . � MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: W 120201 2 Fax 9161676-1909 (grw)Parr Eve/Tac Peoples Bldr/2084 R 1 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: R34193917 thru R34193925 My license renewal date for the state of Washington is August l,2012. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��,,nt,l�S. 1'1,�'fr� Q/�//,�4 ti^��SrT,,�f,�r j ' '/� Yi fJ 7jp .. .� ( .+ ,f} l! g,/�� i y`h'. \ � rJ�.��..t.�/,'..�;��:�� `� s �. � ,L,: February 24,2012 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 Truss rn,ss Type qry Ply (grw)Parr Eve/Tac Peoples Bldd 2084 R1 W1202012 A1 GABLE 2 � R34193917 ___ __ __._ .._ __ . . ._ _ ._ Job Reference optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.340 s Feb 16 2012 MiTek Industries,Ina Fri Feb 24 10:41:43 2012 Page t ID:hmcCqqML6fVyqbBlyJdrBnziC Cq-STdfH_KWI I4JZZ4P FrJrFwKelfi7 WuC W4EuZHizhwUM I ---1�0-°-----f- a-io-o . a t7 _ . -__..- - -----. _._ _ . ._- - - -__--------- ____- i-o-o a-iao ��t- s�ie=i�isa 3 is.a II �s.a - / aoo�z .�� .. �- _ e n � / ,........,..--..�- m i'��/// � �.........- _ 1 / _ <� _ -_ —__ ____ °1 ' � - -.. - _ ___ - . _ _ _- �° � __ 3v4= 4 1 Sx4 I I 1 Sx1 II . ._ _ 4-11-e - _ -_ - -- _ . 4_1.1_e .___ _ -- - . __ LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.22 VeR(TL) -0.06 2-4 >892 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n!a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:t61b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing diredly applied or 4-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD 80T CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross 1 bracing be installed dunng truss erection,in accordance with - J Stabilizer Installation qu�de____ _ REACTIONS (Ib/size) 2=272/0-38 (min.6-1-8),4=177/0-1-8 (min.0.1-8) Max Horz 2=54(LC 4) Max Uplift 2=-56(LC 3),4=22(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 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)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing atjoint(s)4 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of 6earing surface. 7)Provide mechanical connedion(6y others)of truss to bearing plate at joint(s)4. 8)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 9)This truss is designed in accordance with the 2009 Intemational f2esidential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-siuteenths(FFIISS)format. \ZE-�S' �'�t> LOAD CASE(S) Standard �?s� � ,� 5�1�„ �j' -+`� �� , z�{, ;=, � ,.- � `�:h7 �. y ,i '� W��f� ;�� ,�� /r, `{,�1t; ��. ,�5,�. �4i (J;!`rll,ti.; February 24,2012 iS�.S.PxTli�J��Ven�}r�'rsrepra pa.rumet,aas txr�cLRiat17 N�SY'fi ON 7Zif�ANi}INC7 iTt7ElJ hIYi�K RPFERI.TH�F,PAGF7e771 7A73£SEPCY,fT�115.�. �� evgn vahd for use only w7h MiTek can cfors.This design is 6ased only uPOn paramefers shown.and is for an indrvidu I bu Id ng component Applicab hty of dei gn parameters and pwper incorpwation of componenf is responsibdify of building d signer-not ini s designer Bracing shown is for lateral support of indmdual web members only.Addifianol femporary bracrng io insure s�ability during consir�cfion is ihe responsil illi�y of ihe p Ml�ej`� ereciw.Addi}ional pertnanen}bracing ot ihe overall sfrucfure is}he responsibilliy of the building designer.For general guidance regarding �Y� R fabncafion,qualify confrol,sforoge,delivery,erecfion and bracing,considt ANSI/�PIi Qualify Cdfeda,�Se-89 and eCSi eulding Componrnt 7777 Greenback Laae,Swte 109 Sat ty Intormat -I bl f T ss Plate Inst fute I81 N.Lee S}r 1 5�'e 312 AI ndna,VA 22314 Citrus Heights,CA,95610 If_r�u-hern('�� _ _ -� ��i i•n>V,_hi�leriUn�. ._ �_tt; �-U��Y1�+2V�9,_b��F.�G(:ct -:_ , � �r�. ,lob rruss Truss Type c]ty Piy (grw)Parr Eve/Tac Peoples Bldr/2084 R1 �W1202012 A2 �ABLE 6 � � R34193918 _.__ Job Reference�phonal). - -_ .._—_. ----- - -- - ---- -_ __. _ -- --�----- The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buri�ngton WA 7.340 s Feb 16 2012 MiTek Indushies,Ina Fri Feb 24 10:41:44 2012 Page 1 I D:hmcCqqM L6NyqbBlyJdrBnziCCq-xfB 1 UKL833CABjfbpZq4a7spV22MFLSgIud6p8zhwU L -i_ao a-7o-o a ii I----- I ------- ._ _____.__ . . . _.. ------------ - -- i-o-a a-i o-o -i- s�ie=ti s o 3 / % 4.00 r 2 -� � - � �.-'�� /�/ �' / � .- /: d N - m f � �. � f / / ' j/_'.. i / z � �i / � / �� ..____" _-."__ "_ "_- _- — ol , �r� �� _ — -- — — - — — o �e � 1 Sx4 I� _ 4-11-8 ... _.__-___.__.____._____.-_-_-- - 4 11_0 - - .-- � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plafes Increase 1.15 TC 0.41 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.06 2-4 >892 240 BCLL 0.0 ' Rep Stress Incr NO I VNB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL- 7.0 Code IRC2009/TPI2007 � (Matrix) Weight:15 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing diredly applied or 4-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD 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 wfth Stabilizer Installation vuide. _— _. _ REACTIONS (Ib/size) 2=272/0.3-8 (min.0-1-8),4=177/0-1-8 (min.0-1-8) Max Horz 2=54(LC 4) Max Uplift 2=-56(LC 3),4=22(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 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 buiiding designer as per ANSIlTPI 1-2002. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing atjoint(s)4 considers parallel to grain value using ANSIlfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 8)Provide mechanical connedion(by others)of truss to bearing plaate capable of withstanding 100 Ib uplift at joint(s)2,4. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-siuteenths(FFIISS)formaL 4�^: - LOAD CASE(S) Standard �,�,1�l� � Cr', / `��,' �.;�; .c� � i � /4. r ` +� ')C) .� /,�:' ;t \�'a't,`t ti('\:LL�� ,r`�' f;�'`�.-�.1�. �U:\'A1.�.. February 24,2012 Si?AA.3dINCr Verife�drvr�}r+X��xruene#ars�eatrC PP,AA deFC)7'FS t N r 77f'S ANII CNCI,�tTI7k;D 7rIP7Y'K ItT'PI,'RI,Nf E t ACf,B51f-'747.3 t3L^°C'S?(�F'IS.°iF„ �� Des gn valyd for use only w fh M7 k connectors.This design is based only ��.�on parameters shown,and is For an indrvidu I b iid- g component Applicabildy of design parameters and proper incorpwation of compnnent is r sponsibilify of building designer n f iruss designec Bracing shown is for lateral suppai of individual web membea only. Additional temporory bracing io insure stability dunng cansfruction is ihe responsibilliiy of the qq��e�� ecfor.Addifianal permanent bracing of the overall siructure is ihe responsibilify of fhe building designer.For yeneral�uidonce regarding €ve Fabricotion,qualify control,storage.delivery.erection and bracing,consulf ANSI/TPII Qualify Criferia,DS&89 nnd BCSI euilding Component 7777 Greenback Lane,Suite 109 Saf fy Informat 1a61 f m T ss Pio} Insfitut 781 N.Lee St f S i le 312 AI d VA 22314. Cilrus Heights,CA,95610 !f_�L�hePn P[I�r . �::��:>. ..-.t�:__�x -i,Td,ltxc tl�:�i�yn �< _` ��='t.�UIS`01-�01d byA��,C i t '.,c_c� _ :=<. ,1ob Truss rn,ss Type 4ty Ply (grw)Parr Eve/Tac Peoples Bldr/2084 R1 W1202012 Bt GABLE � � R34193919 �, . . ._ _ �__ _ Job Reference o tional) ---- ._ ------- ------------ - ------ The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burl��igton WA 7.340 s Feb 16 2012 MiTek Industries,Ina Fri Feb 24 10:41:45 2012 Page 1 ID:hmcCqqML6fV yqbBlyJ drBnziC Cq-PrIPigMnqNK1 otEoN GMJ LLP2S SRE_o6pXYNfLbzhwU K F. -LaP _.. �.. _..------� s-sa___. ___..... .____—I_.___.___ . ._. _.__.._---io-ii-o _ . — �-��-� i-o-a s-s-a s-s-e i-o-o qx4__ Scale=1:23 6 5 � 7.Sx1 II / _� \..�� 615s4 II // �� , -� 6.00rZ ts.4 II / � � / � \. �ib+� II / � � 3� � � / \\ // \ 2 ��/ /. ...._--_ _—_ � � _— 8 � %/�_ � _ -- � -- - - �' -- - 9 �a (I /�XX�?� ,;z�<��T�X��XX��.��?4�'��'�'�� -- - - � '� V 14 13 12 11 10 \ 3z5- Job 7n,ss Truss 7ype 4ty P�Y (grw)Parr Eve(fac Peoples Bldr/2084 R1 W1202012 C1 GABLE � R34193920 [_. _ _ _ � __ __ � .._._ � Job Reference(oplional) ---- — ---- -.. .. _.__-- -- ---�--�-- - -- The Truss Co./Tri-County Truss Sumner WA/Eugene OR/Burli•iqton WA Z340 s Feb 16 2012 MiTek Industries,Inc. Fn Feb 24 10:41_47 2012 Page t I D:hmcCqqM L6fV yqb6lyJ drBnziC Cq-LEt96M N t L_b12ANAUhOnQm UKOGz_SUj6?ssm QTzhwU I _ s-9a. io-e-o is-s,�z_ zia-o f- - - 5_9-0 --- � - - a-io-iz - --�------ a-iaiz -+ --_ _�s� � �u4_ Scale=t'.45.1 3 . 1.Sr1 II �\ �Sa4 II 15x4 I� \\ 15x4 �I � � 61o5z421� t.5x4 I / \'��...\ 15x4 II 3x4% /j ' � {�� . � �4 z k,� 15v4 II //��\. � \ \'Fil \ 15z4 II /� 1.Sx� I 1sx� II \ t xa ' ��s.a II � � 1.5r I � / 1.Sx4 I /� � 5 / 75s �1 � .__". _ � .7 -i5zfif_ � }L llll 4_II_- - _. ��,1_ _. . �° �' �/�.:� - ..._. -_ —_—_ _ . .... __ /�,�� 32 7 6 33 3A 35 - 4+<- 2s4 �� hd I� b4 II Z.d ''I 7s4 II � MlIS26 3xe-- MU526 Ix6= MU526 d*d-" 30 11 13 12 11 i0 9 31 8 Ix7 I� M11526 MUS26 - M11526 MU526 2R4 II MU526 MUS26 MU526 5-9-0 10-8-0 15-6-12 21-0-0_ � s-sa _ __ { _ _ a-ia-�z { _ _ d-id-iz_ _ I -__--- s-sv --- -- —- - _ _ Piateorrsecs{x,v� La__ai�a,a�-��Is:o-a-iz,o-z-ol_�e:a� �z,o-�-al __ LOADING �ps{� SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.07 5-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.13 5-6 >972 240 BCLL 0.0 ' Rep Stress Inu NO WB 0.93 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:236 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 HF No.2'Except* BOT CHORD Rigid ceiling diredly applied or 6-0.0 oc bracing, Except: 5-7:2x6 DF SS 140-0 oc bracing:G8,S6. WEBS 2x4 HF/SPF Stud/STD OTHERS 2x4 HF/SPF Stud/STD REACTIONS All bearings 10-10-8 except Qt=length)5=0-5-8. Qb)- Max Norz 1=46(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)9,10,3 2,13 except 5=-223(lC 6),8=529(LC 6),11=-109(LC 5), 14=-136(LC 5) Max Grav All readions 250 Ib or less at joint(s)1,10 except 5=2430(LC 10),8=5718(LC 1),11=591(LC 9), 9=800(LC 9),12=251(LC 1),13=650(LC 10),14=1349(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-63/547,2-3=81/1225,3-4=-86/1224,4-5=-2499l237 BOT CHORD 1-30=-451/93,14-30=451/93,13-14=451/93,12-13=-451/93,11-12=451/93, 10-11=-451/93,9-10=451/93,9-31=451/93,8-31=-451/93,8-32=-163/2185, 7-32=-163/2185,6-7=-163/2185,6-33=-163/2185,33-34=163/2185,34-35=-163/2185, 5-35=-163/2185 WEBS 3-8=-1311/120,4-8=3732/401,4-6=232/3087,2-8=-726/109,2-11=61/553 NOTES (14) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords conneded as follows:2x4-1 row at a9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs wnneded as follows:2x4-1 row at 4&0 oc. 2)AII loads are considered equally applied to all plies,except if note:d as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. ,`1�� rJ,,�; , 4)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; �,`�' •`r'f' cantilever left and nght exposed;end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 � ��`'��f1,.i¢_ � 5)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. - -> ` 6)Gabie studs spaced at 1-4-0 oc. ��'_ I4 7j 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 bnttom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide , will fR 6etween the bottom chord and an other members. .�, ` 9)Provide mechanical connedion(by others)of truss to beanng plate capable of wRhstanding 100 Ib uplift at joint(s)9,10,12,13 f�'��j� .{� y,Q. � except(jt=1b)5=223,8=529,11=109,14=136. �1`' {t`ti,rST1 I--'�� 10)This truss is desig�ed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and {�.�'S� .},G`� referencedstandardANSI/TPI1. tC�'y�%�� "' 11)"Semi-ngid pdchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Use Simpson Strong-Tie MUS26(6-10d Girder,6-tOd Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-a12 from the left end to 20-0-12 to conned truss(es)E2(1 ply 2x4 HF) to back face of bottom chord. F2b�U8fy Z4,2��2 Continued on page 2 �,WhPN7Nd� U�.rife,��.t.� «n��arrrcm�fens�xr<d P,f",1.fJ!'�tf.1TY"S(N f HI�,hNI7 INCL-�Eff)FI)t�2"i iY�h Rl F41sRt;d�f'I?PAGF D2Tf��7473 i3EPC)R&I.YSF;. �� Design valid for use only wifh MiTek connecfors.Thfs design is based o ly �:�on parameters shown,and i f r on indrv dual bufldmg component. Applicability of d s gn parometers and proper incorporafion of comp��nE-.-t is respansibility of building des gner-noi tniss des gner.Bracing shown is for laferal suppart of indiwdual web members only.Addltlonal temporn�y bracing to insure stability duriny canstruction is the responsibillity oF the g��e�� e ecta.Additional permaneni bracing of ihe overall siructure is ihe responsibllity aF ihe building designer.For geneial guidance regording IY1 fabncot n quol fy nt ol f ge d I ry e e tion d b❑ ing If AN51/TPII� I ty Crife DSe 89 a d BC51 euld g C mponent �Qy L Saf ty I f af Iabl f T PI t I t t te 781 N l St } S 1E=312 AI d VA 22314 .—.- . Crtnis , -56� ee ac ane, ui e _ _ Y: �U tft'IPti .� ,I�l�_Cl. ili �y'i� � . ' ,..' i�Ubfl'{'��I9, _.iCi . He9hLS CA 9 1 Job Tn,ss Truss Type Rty P�Y (grw)Parr Eve/T�ac Peoples Bldr/2084 R1 W1202012 C1 —�ABLE �� R34193920 � _. _ _ � Job Reference��nal) ._ _ ---- ��-- -- — ... . The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burh�igton WA 7.340 s Feb 16 2012 MiTek Industries,Inc Fn Feb 24 10:41:47 2012 Page 2 ID:hmcCqqML6fVyqbBlyJdrBnziCCq-LEt96MN1 L_b12ANAUhOnQmUKOGz_SUj6?ssmQTzhwUl NOTES (14) 13)Fill ali nail holes where hanger is in contad with lumber. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-3=66,3-5=-66,1-5=-14 Concentrated Loads(Ib) Vert:1=65 7=-1021(B)11=-1021(B)9=1021(B)13=-1021(B)30=-1021(B)31=1021(B)32=-1021(B)33=-1D21(B)34=1021(B)35=1021(B) UJARIdING� V-rife�rzrsr�}re��ar�m�c^r�<rxa<II?f�,At}Nf)7Yi;;t)N7511:;.AN77INCLUDI�J7MI�TYs"KF2t;FBRB-;Nf"[;'PAG�"D27f�74T3d3I.'P?",tRPL75F,. �� D ign valid for u only wrfh MiT k conn t rs.This d ign is based only upon paramefers shown,and is for an individual building component Appiicabllity of d ign paramefers and praper incorpaati n of component is responsibili}y of building designer-naf fruzs designer_Braang shown is for lateral supporl of individual web members only.Additional femporory 6raang to insure sfability dunng consirudion is ihe responsibilldy of the p��•�� eredw.Addifional permanen}bracing of ihe overall s}rudure is}he respnnsibility of}he building designer.For general guidance regarding EYI fabncation,quall�y con�rol,sforage,delivery,erec}ion and bracing,consul� ANSI/�PIi puality Criteda,056-89 and BCSI eulding Gomponent 7777 Greenback Lane,Suite ta9 Snl ty I lormat -labl f T PI t I ftute 781 N.I ee St 1 5 i ie 312 AI d o VA 22314 Cilrus He,ights,CA,95670 I�`..,�6..hcrrrl�! �_# . -. - ,i� �i_d. I� ii :..,t� _t . .- � -.. U�i�.i';'U9?Ii}AL`_I�:�i . ..< , .. � -- - _-- - - ,1ob Truss 7n,ss Type c]ty Piy (grw)Parr Evelrac Peoples Bldr/2084 R1 W1202012 D1 GABLE � � R34193921 .. _ . Job Reference o tional) ._._.. .__.. ___. ..------- �--- -__. - - ----------- ---__-- -- The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.340 s Feb 16 2012 MiTek Industries,Inc. Fn Feb 24 10:41:49 2012 Page 1 ID:hmcCqqML6tV yqbBlyJdrBnziC Cq-Hd?wX2PHtbrSHUXZc6QFVBakR3oYwcFPSALtUMzhwUG 1 0 0 7 3 8 _____ 14-7-0 15-7-0 i �— —_____....._ —�-_ � 1-0-0 7-3-8 7-3-8 1-0-0 dvd-- Srale=l-.30.❑ � / 15x4 I I/—\ 1 5z! I I 6 \\\ � 1,Sxd II / ��\q II 600I'2 5 / 9 � 75x4 II �� y,.� 15x4 II /� \ 10 _ 4 / 1 Sr� 1 Sxd I I 11 / 3 ` / 12 � ;.� - f�' � — r — -- � — ---�} ---- � ,3 � r � �XxX�XXXXXXXXX ,X �XXXXXXX�X`IX�X_��XRX , 5';:S:�:XXXRI'�� J � 22 21 Z(i 19 18 1] ifi 15 14 3� � i 5u4 II 1 5x4 II 1 5x4 I 1 5r4 II 1 5x4 II 1 5r4 II 1.Sx4 I� i 5z4 II 1,SZ4 �� 3�'�� -—— ._ _. 14']'p ......... ... ... .. _ . . - — _-.._ ._... _— ._.._.___.______.— . 14-7-0 LOADING (ps� SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 13 n/r 120 MT20 185/148 TCDL S.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 13 n/r 90 BCLL 0.0 ` Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:59 Ib FT=16% 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 BOT CHORD Rigid ceiling diredly applied or 10.0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross �bracing be installed dunng truss eredion,in accordance with � Stabilizer lnstallation_c�wde_ ____ ___J REACTIONS All bearings 14-7-0. (Ib)- Max Horz 2=-42(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,12,19,20,21,22,17,16,15,14 Max Grav All reactions 250 Ib or less at joint(s)2,12,18,19,20,21,22,17,16,15,14 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Unbalanced roof live loads have been considered forthis design_ 2)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 3)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. 4)Ga61e requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 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 boriom chord fn 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 connedion(by others)of truss to bearing plate capab�e of withstanding 100 Ib uplift at joint(s)2,12,19,20, 21,22,17,16,15,14. 9)This truss is designed in accordance with the 2009 Intemational Residential Code seclions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. �.�� -, LOAD CASE(S) Standard �n ' �,�t;� Ci f> ��' -' l- `�' ��;. ,�i �r{, �,.� �,� �� : �r �,�> i;. -�,t�, {;1 S Ti:i l.i!�e-`': �`S tt�;ti'r�t.Y"'`"• February 24,2012 �WAP.N7Nti� Vc ri je�de:sdE�ra{iarr�mcf�r°rs<xx+<L P.F"..A.t?NL)7Y''�ON T717S.ANP PNCI�III)kZ7 Pr87'tY�K RI,FI,'i2F.td('ts'PAGF D1T7�74 J 3 til:�l?.<3R7•.:"�C3€�7.;. �� Devgn valid fo�u e only wi}h Miiek cannecfors.This design is based only upon parameters shown,and i f r a indmdual building componenf Applicab lity of d ign parameters and proper incorpaahon of component is respons b li}y f b ilding d i gner-not t�u s designer erac ng shown is for lateral suppai of individual web members only.Additional temporary braang to msure stabiiity dunng construction is ihe responsibillity of}he �/�'{' �y ecia_Additional permanent bracing of ihe overall structure is fhe iespansibility of}he 6uilding designer.Por general guidance regarding tYlf lp..%� fobrication,quolity controi,sforage,delivery,erection and bracing,consulf ANSI/TPII pualify Criteria,OS6-89 and BC51 euilding Component 7777 Greenback Lane,Suite 709 Saf fy Intormati v -I bl f Tru PI te Insf�tutP 781 N 1ee Sh et Sude 312 AI xandna VA 22314 Cdrus Heights,CA,95670 1f_ �,.-arP�i _ ,-�>,, ._ .;,r'�� ci�i�u.stt . ��5� .__...,. .,,.iU��ti1'`t�a.1,riL�Cr _ ..,�,..; ..:� --. .. .� _ . _. ._... . _____ _ _ . ._- - --� -. _ - _. - ----- --- - Job Truss Truss Type Qty P�v (grw)Parr Eve(Tac Peoples Bldr/2084 R1 W1202012 D2 ROOF TRUSS � R34193922 _,_ _____ __ __ _ _ � Job Referenc��tional� - -- --.._ -- — - ----- .. The Truss Co./Tn County Truss, Sumner WA/Eugene OR!Burlinyton WA 7_340 s Feb 16 2012 MiTek Induslries,Inc. Fn Feb 24 10:41:50 2012 Page 1 ID:hmcCqqML6fVyqbBlyJdrBnziCCq-IpYIIOQvevzJve619qxU206rKTysirFYhq4Q1 ozhwllF i o-a- - 4-1�0 ---.._ ._ 7-3-8 ----- ----- io�-o _ ia-�-o � �1-0-0 + 4-t-0 3-2-8 +-�--- 3-2-8 4-1-0 5x5..-.- Scale=1:30 5 a /=- � � 600 12 15x4�:' / \\ 15x4�/ / � 5 3 - \� \^ / \\ 2 / ___ _. ..- \ _ _-__.- .._. . _. .. _ . ..-___. . - — . _�lI] ---- 11J ---- �1_fl Illl ----- -- lo � a�/ 9 10 8 11 ... . 12 ] 13 14 15 -_ MU526 MU51i�; 8z8= MUS26 MU526 Bx8�-- M11526 SY�� MU52fi Sx7�� M11S26 5 1_13._._. 9-5-3 14-7-0 ...__—_-___. —____ _.___. _ ____._ ...._._._.. . __..__.. _- - _ _-__ 51-13 4-3-5 5-1-13 _Piate orrsets�,vZ �zaaa,az�L��-o az o�,js_o-a-�az_a�,p o a=o,aa e� �s_aa-o o a_al __ LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.10 6-7 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.18 6-7 >934 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.94 Horz(T�) 0.04 6 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:122 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 4-6-10 oc purlins. BOT CHORD 2x6 HF 1650F 1.SE BOT CHORD Rigid ceiling diredly applied or 1Q0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 6=4460/0-5-8 (min.0-3-11),2=3974/0-5-8 (min.0-3-4) Max Horz 2=51(LC 5) Max Uplift 6=-400(LC 6),2=361(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6388/571,3-4=6257/579,4-5=6281/590,5-6=-6401l582 BOT CHORD 2-9=-502/5614,9-10=502/5614,8-10=502/5614,8-11=-316/3982,11-12=-316/3982,7-12=-316/3982, 7-13=-486/5642,13-14=486/5642,14-15=486/Sfi42,6-15=486/5642 WEBS 4-7=-300/3133,4-8=289/3095 NOTES (12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as fol�ows:2x4-1 row at 0-7-0 oc. Bottom chords conneded as follows:2x6-2 rows staggered at 0-2-0 oc. Webs conneded 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)sedion.Ply to ply connedions have been provided to distri6ute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design- 4)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;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 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connedion(by others)of W ss to bearing plate capable of withstanding 1 DO Ib upliR at joint(s)except(jt=1h) 6=400,2=361. ��;lt 5. ' 8)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.102 and �,t�` ��F' referenced standard ANSI/TPI 1. Q' OF � � r�� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anatysis and design of this truss. jt' ' �;:. 10)Use Simpson Strong-Tie MU526(6-10d Girder,6-10d Truss,Sfngle Ply Girder)or equivalent spaced at 2-0.0 oc max.starting at . �Yj" '-^' 1-11-4 from the left end to 13-11-4 to conned truss(es)E2(1 ply 2x4 HF) to front face of bottom chord. 11)Fill all nail holes where hanger is in contad with lumber. � 12)All dimensions given in feet-inches-sixteenths(FF�ISS)format. r .+ +"�,;~ LOAD CASE(S) Standard N�. T`, ; � > .�� 4;' 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 -�,t. {,r��L\ � Uniform Loads(PI� ��`S�(l;l`r�l.�^�� Vert:1-4=-66,4-6=-66,2-6=-14 Continued on page 2 February 24,2012 9A?ARAAIN4��L'r.�ri ji�dx^:;i<�ae�rarumr,f�r.rs arzd RZs`R.I?N(1TF,:i(:N�737IS 8N�PNCLtIDI'd}tYfI�TBK f21s'FPRI:Nt'€s PAG�fi L217-747.3 Z�PIrYRP I.7.`'�.;. �� Design valid for use only wifh M1ek connecfors.This design is based only cPan paramefers shown,and is fo�an individual building componenf. Applicability of design paramefers and proper incorpaation of componenf is�esponsibility of building designer-not Yruss designer.Bracing shown is for lateral supporl of individual web members only. Additional temporary bracing}o insure stability dunng construdion is ihe responsibillity of ihe �q�p'y' erecta.Addi}ionai permanenf bracing of the overall sirudure Is fhe respansibility of}he building designer.For generai guidance regarding IYI�I�.�.� Fob at n qualify irol t g del ry t o d b c q �It ANSI/�PIi Q I ty C len OSB 89 a d eCSI B ild g C p nent mot Iabl 6 m T uss Plo} In htute 781 N Lee St t S te 312 AI z d a VA 22314 Saf�Y I f..:(�II ::-;-. . '.��:; ��iC.i.i�.;�il. I I+��.ri�il} .. �:° s.- �! CilnisHei9hlscCAa958S�uite 109 � -c, �'JLItJ'�I�,.L�E�LL '.-c' �'� Job Truss Truss� e Qt P�Y �� _–-- yp y (grw)Parr Eve/Tac Peoples Bldr/2084 R1 W1202012 D2 ROOF TRUSS � R34193922 ____. _ . _ _ _ � Job Reference(optional) _ ___ .__._ ._- — - ------ — ----__ _ .. The Truss Co/Tri County Truss, Sumner WA I Eugene OR/Burh��glon WA� 7.340 s Feb 16 2012 MfTek Industries,ina Fri Feb 24 10_41:50 2012 Page 2 I�:hmcCqqML6fVyqbBlyJdrBnziCCq-IpYIIOQvevzJve619qxU206rKTysirFYhq4Q1 ozhwUF LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=-79 9=1021(F)10=-1021(F)11=-1021(F)12=1J21(F)13=-1021(F)14=-1021(F)15=-1021(F) �iC'APIJINir 5.nfe�d��.�<}rr p��uxa-aencCx?rs txrict RP.l.I)a`IC13Y?u(?.N�T}1T5 ANl7 1Nt'L�UI}EFJ 7rA�7YiK IZk'FFs'12F.PJC't.'I'A{iI,b27f-7473 t3.GF'f:kR.[i:2.3t.�;7.-;. �� D ig alid for u ly with M7ek connecfors.This design is based only upon paramefers shown.and is for an indrvidual bu Iding componenf �� Appiicabiliiy of d �gn parameters and proper incorpaahon of componenf is responsibility oF building designer not fr�ss designer.Bracing hown is for lateral suppai of individual we6 members only.Addifional temporary bracing to insure sfability dunng consir�ction is}he responsibiility oF}he MiTek` ector.Additional permanenf bracing of the overoll strvcWre is ihe respansibility oF the building designer.For general guidance regarding fabrication,quolity conirol,storage,delivery,erecfion and brocing,consult AN51/TPII quolify Criteria,DSB-89 and BCSI eulding Componenf 7777 Greenhack Lane,Suite 109 Saf ry I f rmat n ovailabl fr m Trv PI f I ffufe 781 N.Lee Sfr �Suite 312 AI x d o VA 22314 � \�,� Ciln�s Heigh(s,CA,95610 I. �' i_.sr�Gi =_ [.- _ �}�trii(��d.+i � �iUn� i . . :�tli��n,.'iJ1_i,ytv�.xrci -. �. -- Job 7russ Truss Type 4ty Ply (grw)Parr Eve(fac Peoples Bldr/2084 R1 W1202012 E7 GABLE Z � R34193923 _ _ _.. _ __ ___ _.___ ____ _ Jo6 Reference(optiona�__ - --- --- - ---- - ---- -- - ---- - .. ._._._... The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burhngton WA 7.340 s Feb 16 2012 MiTek Induslries,Ina Fri Feb 24 10_4L51 2012 Page 1 I D:hmcCqqM L6fVyqbBlyJdrBnziC Cq-D?6gyj RXP DSAWohxjXSj acf4utU 30 WEivU�ZEzhwUE iao ._._ . ._._.__ __._______-12-e-0_---- -- -- - zq-s-o Fi-o-a + � iz-�-o -f---- iz_3_o � „a= s�ie=tas.s i� �� tz � 13 600'12 8 \ 74 � 15 6�/ 16 5 �� 4 18 3 19 �' //� - - _� . : _ {� Q E1 �--� � _ - - � � �� ]� G:-�Z�l�t�I�>T��v�T�I�1`,�I��ZSI_�I�In�S1��I�L�T�� .1.I�T�I�T��r�Z��T�� i � �'- 38 37 36 35 3/ 33 32 31 30 29 �e 2� 26 25 21 23 12 21 3"-- 3x5= �._._.___ .._.._.... ____.___.__ _._.. ... . _ . 249-0 - � .__ . ...__ ...__... _ _.__ . _... 24-9-0 _____._--- - - - - -- LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 8.0 Lumber Inaease 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 ` Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 20 n!a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:127 Ib FT=16% 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 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing 6e installed during truss eredion,in accordance with� Stabilizer Installation gwde. __ - --- REACTIONS All bearings 24-9-0. (Ib)- Max Horz 2=70(LC 5) Max Uplift All uplrf[100 Ib or less atjoint(s)2,31,32,33,34,35,36,37,38,29,28,27,26,25,23,22, 21 Max Grav All reactions 250 Ib or less at joint(s)20,2,30,31,32,33,34,35,36,37,38,29,28,27,26, 25,23,22,21 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Unbalanced roof live loads have been considered for this design. 2)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)Atl plates are 1.Sx4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This tn�ss 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 redangle 3-6-0 tall by 2-a0 wide will frt belween the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,31,32,33, 34,35,36,37,38,29,28,27,26,25,23,22,21. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. h;��;R ' j j,�` 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Q?�'/ ti,;� '�f, 12)All dimensions given in feet-inches-sixteenths(FFIISS)format /. �(;t J� �1, '1 LOAD CASE(S) Standard � � ��r w. �;s, r�t,tsr9ti�/ r•``� ��'S�ft1;V;l[,t-e�>'� February 24,2012 WAI?MNfz Y-.j-ife�rrfcR,r<�n{3arczm�-icx�ax�dP.f`sA.t)t'df,1T£'SC�N�7HfS:4NIJINCLtJDI;IJtrt1TY3Kdtf°sPt?727:t3f'Is'3'ACrFbS17�7473�frF'()RI;i.3S7.-;. �� Design vahd fo u only with Mii k con t rs.This des gn is hos d ony�.Pan parameters shown.and is for an indrvidual bu Iding componen} Applicabihiy of d ign parameters and proper incorpowt on of componenf is responsibili}y f buitding devgner not truss des gner eracing shown is for lateral suppai of indiv�dual web members only.Additional temporary bracing to insure stabilify dunng consfr�ci�on is fhe responsibillity of the �A��e'£> ector.Additionai permonent bracing oF the overoll strucfure is ihe respnnsibilify of the building designec For general guidance regarding kV1 IL fabncation,quality conirol,sforoge,delivery.erection ond bracing,consult ANSI/IPII Qualily Criteria,DSB-89 ond BCSI Building Camponen{ 77�7 Greenback Lane,Suite 1a9 Saf ty I f rmaf -I bl f T s PI t I f tute 781 N Lee St f S de 312 AI and ,VA 22314 Cdrus Heights,CF,95610 If. uS��ii:.,. r ,.:,- � :'.. ��, °�:{. t� 1�.�1.��7 : �.�,, . :Y.iUb79:'U �.< ,_� ___ .r �_ x:r' �-K _-;. _ _ _ _ --- - - - Job Truss Tn,ss Type Qty Ply (grw)Parr Eve/Tac Peoples Bldr/2084 Rt W1202012 �E2 �ROOF TRUSS 1� � R34193924 _ __ __ Job Reference(opLonal� ___.._ _ __.. ----- —�- — — — --------._.... _.__._--------- The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.340 s Feb 16 2012 MiTek Industries,Ina Fri Feb 24 10:41:52 2012 Page 1 I D:hmcCqqM L6f VyqbBlyJdrBnziC Cq-iCg2A3RAAWD 18xG8H E�7pC9N Hh47xBr88ZX5hzhwUD i o o e--�--n. 7z-�-o 7as-iz zg=@ o 1=�_o_a-f------ --�—�e-e� ----�—.._. .____.s-ii-iz --_.__ _---1-----------s-ii-iz -- +------..__—_sat _ ..... .....{ a.s- s�aie=tu s 4 / \ / / \�� \ 600�12 / \ 1 Sxd�� /� 1 Sx4�/ 3 / 5 ��\\ \ \ 6 z�-_ - £�� , _ -- -- - � - ,, -- ---- _ _- --- --- -- �- --_ --- - - _ _ �G 9 10 A 7 3s6= 3r4 ,� 3v5- 3x4-= 3x6-- &&3 16-5-13 ___._ .._..____._ _.._._.._ 24-&0__ _.__.. F_ -_ —._-__. .. . _._�— _-_.- __.._. _—_— _� _ . _.. � ....._-___ .�fi�_ — _- __ . _..._._. _.__ 71l 11-.. _._..— -___-___-_—_ .-—_ ��3— _ Plate Offsets�X,Y): j6:0-0=4,Qa2] _ _ __ LOADING (ps� SPACING Z_ap CSI DEFL in (loc) I/defl L1d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -024 7-9 >999 360 MT20 185/148 TCDL 8A Lumber Increase 1.15 BC 0.61 Vert(TL) -0.34 7-9 >863 240 BCLL 0.0 * Rep Stress Ina YES WB 0.14 Horz(TL) 0.07 6 n/a n!a BCDL 7.0 Code IRC2009ITPI2007 (Matnx) Weight:88 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Strudural wood sheathing diredly applied or 3-7-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2*Except` MiTek recommends that Stabilizers and required cross 5-7,3-9:2x4 HF/SPF St�d/STD bracing be installed during truss eredion,in accordance with Stabilizer Instalfation guide_ REACTIONS (Ib/size) 6=1035/Mechanical,2=1119l0-5-8 (min.0-1-13) Max Horz 2=70(LC 5) Max Uplift 6=-84(LC 6),2=121(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1856/157,3-4=1631/170,4-5=1626/174,�r6=-1848/161 BOT CHORD 2-9=-136/1569,9-10=23/1046,8-10=-23/1046,7-8=-23/1046,6-7=-87/1558 4VEB5 4-7=-69/617,5-7=377/146,4-9=65/623,3-9=-387/145 NOTES (9) 1)Unbalanced roof live loads have been considered for this design 2)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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 4j`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 fd between the bottom chord and any other members,with BCDL=7.Opsf. 5)Refer to girder(s)for truss to truss connedions. 6)Provide mechanicai connection(by others)of truss to bearing plate capa6le of withstanding 100 Ib uplift at joint(s)6 except Qt=1b) 2=121. 7)This truss is designed in accordance with the 2009 Intemational I�esidential Code sections R502.11.1 and R802.10.2 and referenced standard AN51lfPl 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. tZ - �.� '�jl�'� �` . LOAD CASE(5) Standard �'�'�` �.�fl l�� '+ Y{Y �r .a ��'��) �v' 'rr /r '- ``�� Jf�� f{�.ij"��. ,,�1(t;y':�t.:�°�. February 24,2012 St'ARNZNG�V:+rife#d�ec�ra�.�anxme�P�er�cax;<C RIiA.[T FF(1TP,S()N'77P1:±.AN'Lf T,NCL�ITi77;JJ t�PlTks"}i RP;k'f;R7•;NC;d:PAt F h�'f�7473£�Isl./.tt'�i�C3.`.i7.. �� Devgn valid for u only with MTek conn ctors.This design is based only upon parameters shown,and�s fo�an indrvidual build ng pone t Appl�cability of design parameters and proper incorpaa}ion af componenf is responsibilify of budding designer not iruss desig r Bracing shown is fo�lateral suppat of individual web members only.Additional�emporary bracing to insure sfa6ility during constr�chon is}he responsibillity of ihe �{,� erecf«.Addi�ional permanent bracing of}he overall sfnicture is the respansibility of ihe building designec For general guidance regardfng 1YB6�'�i�. Fabnca}ion,quality conirol,storage,detivery,erecfion and bracing,consulf ANSI/iPll Qualify Criteria,D58-89 and eC51 euilding Component 7777 Greenback Lane,Sui[e 109 Saf ty 1 f r f I bl f T PI t I t tute 781 N_I ee St f S t 312 AI d VA 22314 Cdrus Helghts,CA,95610 i:� ,i,..l.c�.�aG'l�_ . _r;�. _t . ^_�� :'i�st.1 a..u_�(In ., ., _... U� `1;'?Ga,b�S,LSt�tt_ ----- - - - - — -- ,lob rn,ss Tn,ss Type ory Piy (grw)Parr Eve/Tac Peoples Bidd 2084 R1 �W1202012 E3 �ROOF TRU1�S � � R34193925 _ __ . . _ JobReference�ophonal) ...—. ___. . .-- �---- - - The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlfri;3ton WA 7.340 s Feb 16 2012 MiTek Industries,Inc. Fn Fe6 24 10:41:53 2012 Page 1 ID_hm cCqqM L6fVyqbBlyJdrBnziC Cq-AOERN PSoxqLum5rKryVBf1 kK9hORr0 R_NoJ Sd7zhwU C i a o s-sa__ iz-�q. . ia-siz__ . _ zs-o-o zs o 0 1-i_o_�- —�� _..-----�--__.. _sii-is _. ..---------I ---------- s-ii-iz . ..__ _ .. ...�.. . _------- s-ea io-a Swie=1:45 3 a.5— a /I � ��\ �,/ �� ,\ 6.00�12 /� � / \ �.s.a 0 �; �� i s.a ii / \\��// \\\ �� \ , , o�� - - - — ' ____ � - �\� � .a - — -- — � � - ---__ --- - - � � ,�, „ 9 8 - � 3a6- 3x4= 3�5 3x4 : 3u6--� e-6 3 16-573 25-0-0 .____ __.___–_. _ __... .... .__.._ ...__–__._–__ – F— 8-6-3 ..-.... . .. .7-11-tt.. . .. - Bb3 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Inaease 1.15 TC 0.48 Vert(LL) -0.24 8-10 >999 360 MT20 185/148 TCDL 8.0 Lumber Inuease 1.15 8C 0.60 Vert(TL) -0.35 8-10 >852 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.14 Horz(TL) 0.07 6 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight:90 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2*Except* MiTek recommends that Stabilizers and reqwred cross 5-8,3-10:2x4 HF/SPF Stud/STD bracmg be mstalled during truss eredion,in accordance with � Stabilizerinstallationguide. _ _ ______ _ _ REACTIONS (Ib/size) 2=1122/o-5-8 (min.0.1-14),6=1122/D-5-8 (min.0-1-14) Max Horz 2=63(LC 5) Max Uplift 2=-121(LC 5),6=121(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1863/157,3-4=1638/170,4-5=-1639/170,5-6=-1864/157 BOT CHORD 2-10=-129/1576,10.11=16/1052,9-11=16/1052,8-9=-16/1052,6-8=-65/1576 WEBS 48=65/624,5-8=387/145,4-10=-65/623,3-10=-387/145 NOTES (8) 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the buttom chord in alf areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with B(:DL=7.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=121.6=121. 6)This truss is designed in acwrdance with the 2009 Intemational iZesidential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and destgn of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��,�� -. 4�, l�F~� `f~ F . �� ,{�..� �;` f Y�_ ��„� /�i�S{�'� �) ,/�`� -�rS, �'(�l.`i C t:EL�'. i�,,,; �,�, -,.__.�--. �i�. `�fO:l'At,t-,. February 24,2012 'l�i'ARNf.�IG 9°rz};n}�#rseFfea�ctrmnr.l�ers ax�cL PF.,hD{�If?7Y;:i ON 77375 dNI3 INCI EFflFd7 F�i3TY.R Kf,P.P,�F'iF;A7f7H:P.dC.n ik2T(��T4I3 Af'�'CkRt•.'.L7�Is. �� D sign valid for use only with Mi7ek connectors.This design is based only upon parameters shown,and is for an indrvidual 6uilding componeni Applicability of d sign parame}ers and proper incarpwa}ion of componPnt is responsibilify of building d signer-not truss design r B cing shown is for laferal suppai of individual web members only.Additional femporary bracing to insure sta6ilify during cons}rvc}ion is fhe responsibillity of ihe MiTek� ecta. Additional permanent bracing of ihe ove�all structure is}he responsibility of�he building designe�.For general guidance regarding fabncation,quality con}rol,sforage,delivery,erection and bracing,ronsulf ANSI/IPI1 Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenhack Lane,Suite 109 Sa(fy I formaf n ava loble fr m Truss Plate Insi tute /81 N.Lee Sf 1 Suife 317 Alexa d VA 27314 Cdrus Heights,CA,95610 if,�u :,w Pii _ �-�,_i., � .�t:, �_ .zd� F �_a�tln _ ..:.,_< ,,.. _.., ..:[1�;?U?,b;xL:,�_: , r �'� D 3 pp r � � { � �'� \ c D „ � D ofl D � � �m � �`� Z D x v, � r _. O � � +i m � ^ I I - O � I Co � 7 .'� � � W D � ��c�� o—z Q D A�= O o � � -.� QQ o � , -. � °QQ�.�= `? o a o 0 � � ��D� � C�° a _ Z � �u _� _J Z N �cfl o n�o Q � � c � �o �Q fr 3 0�.� 'D °- o m 3 m -a o a._ ❑ Doo (� D QQ°G�o Q � o o� a � � m � am � � �� ,• �- Q� �� ,�� Z �Q °� Q�� o'o ° �� ° � �D °3� L° °< m ��'� m c�X �� v o n �-o � m � � � m ° 3•m D � � � � �o n Q� o or.� --a �. � O o �� aQ� � =. N mc a � �� Q o oQ� -, ?o �QO ° a � °�° ° � o�� m� o o Q m 3� p 3 � Q �� s °— c � `D �� D Q �, � o �-• � om _n � -' CD�` Z �° ocm m � �D �' -..� ��° Qm Z -^—��o n m a�� Q o �.� Q � � � _ Q� Q . � �� Q a� �� o� _ Q � Q aQo. � �D �� N � ° ° ��.Q° � m �,m n -�Q m �"� � � �.� m Q:� � � � � Q o o� o o, � Q Q��c _. Q a� � Q � o � � N. � p � � � m-.�m� O —� � o ��o � co — o m � m 3�.a� Z �Q� � 3 coQN m �� , `�°� 3 � '" � `" 0 3N � - c m a� o 0 o c�< � cQ �� o o�� o �� o c��u X� � �Q �� a�� o� � �.�Q o �� m o � �, cQO� cm c �'�- Q ° `^ cm - � x � �Q - -`� � o Q Q N N � o �� , � 3 O . � � � _� rn rn � z n -�D�- TOP CHORD � N N a, .�cn C� .v C 2 '�„�O � � <o w� n O 30 �Z °' ct-a `� j -6 v-C., �o� rn � � � mCN J �w m � ❑X�.(D � � S� � O C.J Vl L"' i0 0 y O D � � QA3� ��6'�� n �D �a � � Q Z(D � �cD D cD � cmi�m � ~ ^' Z n+m �� o` � —O (D � �(p � .Z7 cn � n y O y Gl n � N � A � NA]� N aN n7 N tJ� -. 0 � � C Z O O� � A Q < D� �n 3 n � rn w V'' �m r"m (N„� Q' m -v co �Q�D ;��3; Q Nr.�"i D " HD � O c� (p �p Q(�fl o'(D (D N m` 'C � D�! � W2-7 = N � ti N N � y � � � 7 � (D (D a O O o��- �Z7 � m Z �o Q � OO aco °-° ro�° � w,o O v Z�c � � o � �' M m o �� r.�a�p ,o� z �� n w � 3 �� o Qc� ncu°< � �� D = Dr*+ _ �' p�,. 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N �m �m o m m o v� � f o o �D a� o �0 3 <� (D � 6 � 3� � 3 1 � � 6 � N �°°"fwi � �