The URL can be used to link to this page

3119 Truss Specs (2) 40-6-0 � ia� o i� � � �i�. -r— � � i� it� �� o � � ', a c a p a i ♦ � •e- ta- . � _� '_ �._' _ --�. I„ � � J�oU ', JAb -- II II i I I i � I i I � j= i I � - -- _ i I� �� I� J�02 � A[i2 i i �r> in li u� �n I in i cc ��I n I oo 'I rn o i� o 0 0 0 �o I�!o �o o I�o �o �o 0 � F r N � � I� r H �H � H F F- I F- � . I I I � JAIP ' � II J�OJ I ' I�! --- I 'I I �'.,, � li ��' �'I — 'JA I'i, J�04 � , , , ' I � I I , I! � � � A $ �o h� I I � --- __ �.__ ��, �� so �� A � bs .� , i �I � . ��! � I � ' � � � �-- = s i i� – �-__�— , I I�a� o JAb9 I�� I'� I I' I � i��l � � v � v I co i..'- -__— -- -�`.. � I� � '. JAf38 � T� T M � � / JBO8' i �--------_=--- � � .:A07 / I � -_= __ --_ ' �� I� �� I J�09 - L_ � i I I� , � _ -_- - � I � � � _ JAD6 �� i , � � � ��_ - �� / i� � I �, �� JB09 � _ - I � , I i - - _ � � — � � � � ' ---1 _ JAID5 -- - I 1 , - I JB09 � . ��. � , o�. i „ , �- = I I � � ; � _ �� .�ap� III — - - T – , � � � i I J609 c! IIII�! I� I - - — � �:�� -- � . i i � �ahs °�� alle�� Fra��ming �� _-- � ! � .1B09� �I� � I b iothe i ' I I y � __--_ I F � � � � � -- � , , JADQ I = -- --� I ��; - P I' � � JB09 � �� , � � — N N �'I\ ..��/ I , , I I JADp I I�N o i = I �—�= - � ' z � ' i - �� .--� U � � li rr+o2a-z JB d � , � _ u- T1]— � I _. ._. _� -�— - _. -- - -�F�- - - - __ =_ -_ _ ----- - --_ ��'J1 - _ il I � � I I _ �z� T12 i II- i � --- '��J 1 —� �- --- - -- ---- - ----- � �� !� T13 �ll ,� � ' ' i � � I J 1 T14 - ---- ---- �i II � I r; I i I I � I � I iiJ1 =_- —_ - I� T15 MSH29 I �i MSH29 � �' ir iJ1 T16 I -- \ -_ - o�' I I I - 1 T22 � I N�', 'i, , i T17 I lo JL26 , � JL26 iN II II F-. '� � \ i !J1 ---T17 --I~ i�o I'�o �io I o li o'p T22 I +,' 'i iv iv iv ,V V , �� I�� I�'� i' �J1 - � T17 - � T22 I _ ' � �� T18 ---- II _ T23 -o� , �I, —_ N � i rJt �19 , ' -� ' - ---r- ff2 ' � - - I -, � i I _J� �ID 4 I i � � � J�p04i � � � e- N M th th i th I N I< •i I . , 1�''*h _'_'� �... � � 0 �� ❑ 0.,. � .. �. 1 _i �. 4b ra 't ,�'�;':y 0 0 4 17-5-0 � I i � 6-Q-0 � 12-5-0 10-9-8 10-9-8 __ �.■�....__- Tacoma Peop�es Build�r Pfan 3119 R6 o .�-�� —�!?Q�523—�8�T �� M ITe k� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-19U0 Re: 96939 Fax 916/676-1909 TACOMA PEOPLE/3119 R6 The truss drawin�(s)i-eferenced below have be,en prepared by:VliTek Industries, Inc. under my direct supervision based on the parameters provided b�� The Truss Company-Sumner, wA. �� Pa�es or sheets covered by this seal: R3492?889 t2u-u R�4922936 � M��license renewal date for the state of Washintrton isAuQust 1, 2014. Lumber design values are in accordance with AN5UTPI 1 section 6.3 These truss desi�ns rely on lumber valu�s established by others. ___ _ _ _ �1��`' Tj1�l q� ��t: �ti�:�Sit,l,�1- �Cti' �, %; � �. ,��-�� l i� ' � — �. �, � �.�, ; ------f �' . .� i � � � �. �.��a � , , -�, ,� f., `�j �, ��, S�[:�� f�ll�TL1St 1,2�12 Tin�ey,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 desianer,per ANSUI'PI l. ,�� ` ` - � �.-.;; � :_J R ' ' 4� �� , ��..�. . F_�: .. < k ' .. � 'r-• , . . ..r'.. '._,._' ... ... ---- _ _ _ - --___- -__ _ _ ____ _ _- ----- - __- - --- ----- ------ - - - ,;oc . �r ss i i r��s � _ i�� i) �� T�CJiJtA P�Jr'LE�'3t��Ro � no4922g�y '; i96939 � ��A1 ICALHIP �� ! 1 I � iJob Reference(optional) �The 7russ Co.;Tri-Counry Truss, Sumner WA/Eugene OR/Burlinoton WA 7.350 s Jul'IS 2012 MiTeK Industries,Inc. i ue Jul 31 1':32:32 2012 Fag2 1 I C:Mj qOrsKl4aSJprcruyoR07zT81J-C PCu7yT68LLrQU KrNSJ MvuiC LI H ea0i�VPdLN PysS9T -'r0-C 4-5-4 7-70-75 1:�-[-0 15-2-72 2�3-8 31-6-0 1-0-0- 45-4 � 3-5-tt � 5-3-1 ' 6-G-12 6-0-12 � 6-2-P Scaie=t:55.a 8rt2� 3%4= Sx10= 2x4 ��, 4a8= 6�c10MT18H= r < � 16 6 � 17 8 ' I6.00�t2 �' � i 2x4� � I I 3 � I / I li ! I I I�I 2 i ,�il 6- . 18 13 19 6�8 MT18H i 15 15 12 11 �10 3x4=� . � ----4xo�= � � 6x10MT18H= 7z10MT1BH= 3x7 II 4X10= 4-5-4 ?-1-4 13-2-C 14 2-12 25-3-8 3�:-6-0 ' 4-5-4 � 2-8-0 ' 6-0-12 ' 6-0-12 6-o-72 ' 6-2-8 P;ate Offsets(X.l�: (2:0-4-7.Edae�,f4:C-3-12.Edqe�,�5:0-1-12,0 1-8�.f8:C 3-4.0-1-8;.�9:0-2-4,0 2-O�,i10:0-4-8.0_1-�,f1i:0-2-8.0-3-0�,(1 20-1-8.C-1-8�,f14:0-1 '2.Q-1-8� LOADING (psfj I ' i TC!L 30.0 SPACING 2-0-0 I CSI il DEFL in (loc) I/defl Vd PLATES GRIP Plates Increase 1.15 TC 0.99 Vert(LL) -G.55 12-14 >678 360 M?20 185/148 (Roof Snow=30.0) Lumber locrease t.15 j BC 0.93 �� Vert(TL) -0.83 ;2-14 >452 240 � MT18H 185/142 � BCLL 0.0 ` Rep Stress I�cr NO �i VtB 0.52 Horz(TLj u.17 10 nia n/a BCDL 7.0 � Code IRC2009/TPI2007 (Matrix) � Weight:1761b FT=16% i LUMBER BRACING TOP CHORD 2x6 HF 1650F 1.5E*Except" TOP CHORD Structural wood sheathing directly applied,except 1-4:2x4 HF No.2 2-0-0 oc purlins(2-2-8 max.):4-9. BOT CHORD 2x6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. WEBS 2x4 HF/SPF Stud/STD'Except' ' WE°S 1 Row at midpt 9-11 9-10,8-1 L 2x4 HF No.t&Btr,4-14,5-12,8-12,9-11:2x4 HF SS JOIN�S 1 Brace at Jt(s):9 , MiTek recommends that Stabilizers and required cross 6racing be installed during truss erection,in accordance with I Stabillzer Installation guide. � REACTIONS (Iblsize) 2=3261/0-5-8 (min.0-3-10),10=3404/0-5-8 (min.0-4-6) Max Horz 2=161(LC 7) Max Uplift 2=-769(LC 7),10=-938(LC 8) Max Grav 2=3404(LC 12),10=4123(LC 12) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(,Ib)or less except when shown. TOP CHORD 2-3=-6915/1065,3-4=-7023/1702,4-16=-8884/2113,5-16=-8884/2113,5-6=-8674/2009, 6-7=-8674/2009,7-17=-8674/2009,5-17=-8674/2009,8-9=-5873/1344 BOT CHORD 2-15=-1531/6103,15-18=-1592/6406,14-18=-1592/0406,13-14=-2113/8884, 12-13=2113/88B4,12-19=-1344/5873,11-19=-1344/5873 W EBS 4-15=-8/314,9-10=-4025/982,4-14=-650/2934,5-14=-1358/459,5-12=-452/149, 7-12=-1340/453,8-12=-771/3249,8-11=-3233/929,9-11=-1559/6812,3-15=-115/377 NOTES (17) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-nse)gable end zone; cantilever left and right exposed;end vertical Ieft and right exposed;Lumoer DOL=1.33 plate grip DOL=1.33 2)TCLL ASCE 7-Q5;Pt=30.0 psf(flat root snow);Category II;Exp C;Partially Exp.;Ct=1.t,Lu=50-0-0" 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min rooi live load of 20.0 psf or 1.00 times flat roof Icad of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ��j�tF`S� 1�%�,� 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. � `1C St/ r � 8}'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide � , � will fit between the bottom chord and any other members. ^ �� 9 Provide mechanical connection b others of truss to bearin late ca able of withstandin 769 Ib u lift at oint 2 and 938 ib u lift � ) � Y ) 9P p 9 P 1 P atjoint 10. 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 1. � 3 C 11) Girder carries hip end with 0-0-0 right side setback,8-0-0 left side setback,and 8-0-0 end setback J��k��r1�TF��;�� 13) D s gnrass um sb4X2(flatloh e'ntat on)Ipurrii�smateoc spacing ndaat d,faste�ned to t usslTC w/2-t�Odlpai�s this truss. �$,S, ��5�'C' 14) Hanqer(s)or other connection device(sj shall be provided sufficient to support concentrated load(sj E59 ib down and 3?9 Ib up at ' ��`.AL1=�. 7-0-8 on top chord. The desigNselection of such connection aevice(s)is the responsibility of others. Continued on page 2 AU9USt 1,2012 i �iA6RHING-Yerify da�igrz parumeters and RFJ&D NOTES ON TNIS 6ND INCLUD�Mf�cK Rc^f`EP�BNCE P9GE hII7-7¢7.SH�'DRE LTSE. �', &D � Design valid for use oniy witn MiTek conneciors.7his tlesign is based only upon parameters shown,and is for an individual building compcnent. '�, �� j Applicability of design parameters and oroper incorporation oi component is responsibility of building designer-not truss designer.Bracing shown i I is for lateral support of individuol web members only. Additionol temporory bracin�io insure stobiliry during construciion is The responsbilfity of tha �,� pp T � 2recto�-Additionai permanent bracing of the overall structure is the respons��ility of ihe build'mg designer.For general puidance regarding tYl�I�k� I fabricarion,auolity conhoi,storaoe,aelivery,erection and brocing,cons�lt AN51/TPiI Quaiity Cnfeiia.DSB-89 and BCSI&uilding Component �� Greenbaok Lane Suite 105 I i Smety Information wailable from Tr:;ss Piate InsTiture,781 N.Lee Sfree:,Suite`s72,Alexan�ria,VF.22374. Ci[rus Hei his,CA,95610 I �'�. If Southem�ine(SP or SPp)lumber is specified,tne oesign values are those efiective 06l01l2012 by ALSC or pr000sed by S�I6. � 9 ---- ----- - -- -- - --__ _ _ _ _____ --- --- -- --- ---- -- L�� . "r ss �-uss i yp� - ___ -�, �-- �, � —A.,JIdi4?�OPL�3 ��y r�6� �� R34322889I '90939 A1 CAL HIP 1 1 I �� _ �IJob Refarence(optionai) The Truss Co.%7ri-County Truss, Sumner WA i Eugene OR i Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 31 17:32:33 2012 Page 2 I D:Mj qOrsKl4aSJprcruyoR07zT81J-gbmHgH U kvfTi'i ev2xpq b R6FN59dtPTyOk3NwrysS9S NOTES (17) 15) Thls truss is designed for a creep factor of 1.25,which is used 2o calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 16) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 17)All dimensions given in feet-inches-sixteenths(FFIISS)format. LO�D CASE(S) Standard �) Snow:Lumber Increase=�.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-76,4-9=-181,2-10=-33(F=-19) Co�centrated Loads(Ib) Vert:4=-659 '� �IAB.RNING-Ferify desi_qrs paruineters and READ NOZ�S ONTHIS dND I�iUIJEF7 hIITEKREFEkENC£PAGE hS7t-7473 SEf'DRE ITSE. i �� , IDesign valid for use only w�th MiTek connectas.This design is based only uoon parameters shown:and is for an individual building component � ; � fv�plicability oi design parameters and proper incorporation of componenT is responsibtlit��of buiioing d=signer-not truss designer.Bracing sh�wn '�. � I � is for lateral support of individual web members onty. Additional temporary bracing to insure srability durino constr�ciion is ihe responsibillity o'ihe � p�T {�- j erecto;. Additional permanen!bracing of the overall siructure is the responsbiliN of fie building designe;.For generai guidance regarding i f V!E le'R '�. 'robrication,auofiry coniroL storaqe,deliv=!y,erection and bro�ing,consuL' AtQ51/TPII 9uoliry Criieria,DSB-89 end BCSI Buifding Componenf I 7i i7 Greenback Lane.Suite 109 ! Satety Infonnafion available frorn Truss Piate Institute,'81 N.Lee Street,Suiie 312 Alexandria VA<"2314. I Citrus Heiahts,CA,95050 '� i!So�them Pine(SP orSPpj lumber is speciiied.the design values are those effactive 06/OV2012 by ALSC or proposed bp SPIB. �. . - -- ___- - - -- ------___ -- -- _- - ___- -- - ------------ _ --_ _ _—_ _ _ _ �: _ -�,.�_ ..�s'y�� y iy ii i kCOi✓iA PcJPLE,a1 i9�6 i�'6939 � A2 I CAL HIP !'',,y � ' R34922Q90 ; �� I Job Ref2rence(optional) � The Truss Co✓Tri-County 7russ, Sumner WA;Eugene OR;Burlington WA 7.350 s Jul�8 2012 MiTek Industries,Inc. Tue Jul 3 i i7:32:34 2012 Page� I D:MjqOrs KI4aSJprcruyoR07zT81J-8n KfudVMgzbZfoU E U W Mq_JoamY1 e8x?Xyj 6SS IysS9 R -1-0-0 5-3-4 9-1G-15 16-B-1� 24-0-S 3�-6-0 i-D-C' S-3-4 ' 4-7-11 � 6-10 0 ' :-3-11 i-5-7 ' Scale=1:54.7 4�E_ 2xa II 3�B= 3M= 4x7= 4 15 5 6 7 8 I i 6.00�12 � 'I � 2x4� I � 3 I n I I I� �I I I I 14 I I I i 2 i �Yl — l o 0 � . . ._._._...___—.__. _ . . 13 12 �� 10 9 3�O— 3xS= 3x10- 3x6= S�cE= 3x4 I I 5-3-4 8-5-4 16-8-15 �_ 24-0-9 31-0"-0 5-3-4 ' 4-2-0 =0-1� 7-3-tt ' 7 5 7 ' Plate Offse?s(X.Y): (2:0-8-0.0-0-6) �4:0-�-B4O-1-41.�8:0-2-8.0-1-8�.f10:G2-0.0-2-4� LOADING (psf) _SPACING 2-0-0 CSI DEFL in (loc) lidefl Ud I� PLATES GRIP r T�LL 30.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.26 12 >999 360 i MT20 185/148 (,qoo!Snow=30.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.41 2-13 >922 240 i TCDL 8�0 I Rep Stress Incr YES �I WB 0.77 Horz(TL) 0.11 9 n/a n/a BCDL 7.0 � Code IRC2009/TPI20G7 i (Matrix) I Weight 136 Ib FT=16°0 LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.00'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, 1-4:2x4 HF No.2 except BOT CHORD 2x4 HFNo.2 — 2-0-0 oc purlins(2-10-4 max.):4-8. WEBS 2x4 HF,�SPF Stud/STD'ExcepY BOT CHORD Rigid ceiling directly applied or 8-410 oc bracing. 4-12,7-12,8-10:2x4 HF No.2 WEBS 1 Row at midpt 8-9,4-12 JOINTS 1 Brace at Jt(s):8 MiTek recommends that Stabilizers and required cross i bracing be installed during truss erection,in accordance with ' � Stabilizer Installation guide. � REACTIONS (Ib/size) 2=1496/0-5-8 (min.0-2-12),9=1399/0-5-8 (min.0-3-0) Max Horz 2=200(LC 7) Max Uplift 2=-253(LC 7),9=-291(LC 8) Max Grav 2=1656(LC 13),9=2063(LC 12) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-14=-2833/400,3-14=-2806/420,3-4=-2778/396,4-15=-3317/485,5-15=-33i7/485, 5-6=-3317/485,6-7=3317/485,7-8=-2548/362 BOT CHORD 2-13=-447/2478,12-13=-38V2493,11-12=-362/2548,10-11=362/2548 WEBS 4-1'3=-13/436,8-9=-2021/315,4-12=-178/992,5-12=-960/208,7-12=147/916, 7-10=-1534/305,8-1Q=-431/3035,3-13=-585/165 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf{flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3) Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for greater of min roof live load of 20.0 pst or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ��, �(1� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D.�' ,C'�' �'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 e ��4�� .ti�. � will fit between the bottom chord and any other members. �� i. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 253 Ib uplift at joint 2 and 291 Ib uplift �' . r r y atjoint 9. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. � �� 96 ` 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. �f� R�GISTC.�t'�� ' 12)Tnis truss is designed for a creep factor of 1.25,which is used to calculate the iotal load deflection. The building designer shall �� . verify that this parameter fits with the intended use of this component. S.S/��,�L`r�� 13) AII dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard August 1,2012 �li �G�ARXING-Yerify design�+ar-mrrete�and�NOTES Oh TH7�6ND I�L UDc➢hII?'EZi REFEREN�E P9GE irIIl-74T3 BEFOt2E USE. '�. " i �, Des:�n valiC for use only with MiTak connectors.Tnis design is basetl only upon parameters shown,and is for an Individuol builtling componen�. lii �� Applicaoiliry oi design pa;ameters and proper incorporation of component is responsibility of building desi9ner-na truss designer.Bracing snown � is for lateral support of individual web members only. Additionai Temporary oracing io insure stability during construction is fie responsibiliity of the ! Ra T - , =rector. Hdditional aermanent bracino of The overall structure is the responsibility of The building designer.For general guidonce regarding � i VI�l�k I tabricotion,quolity conTrol,storoge,delivery ereciion ond brocing,cons�l!A�SI/TPI7 9ualih-Criteriq DSB-89 and BCSI Building Componenf �� 7�Greenba�k Lane,Sul[e 109 ' Safety in(om,afion avoilable from Truss Plate Institute,781 N.Lee.Sireei,Suire 312,Aiexandria,VA22314. � Ci[rus Heights,CH,95"10 ' tt Southerr�.Pine(SP or SPp)lumber is specified,the desigr,values ar_those effective 06/0�/2Ct2 by ALSC or pro�osed by SPI5. ----. _-- - - __. ---- ----------------- .„�� . -r��s �r�ss F,:� =t, �-Y �� ACOId�A P�vr�_=�; �l9 n6 � ' R34922891 I 96939 � A3 II CAL HIP �1 1 I I� � ' j �Job Reference(optional) The Truss CoJTd-�ounry Truss, Sumner WA;cugene OR;Burlington WA 7.350 s Jul 18 2012 MiTek industries,Ina Tue Jul 31 17:32:35 2012 Faae 1 ID:MiqOrsKl4aSJorcruyoR07zT81J-czui SzV_RGjQHa3�2Et3XXKIgyKGtNKhBNs?_kysS9Q =-0-0 6'*-4 17-10-15 18-0-1' 2�-&B 31-fi-0 't-G-O 6-3-c 5-7-11 ' 64-0 ' 6-i-71 6-5-7 � Scale=t:54.1 4#i— 2x4 I I 3X5= 5s5= 4 5 6 7 � 6.00 12 I I i3X4 i I I 3 �'i o \\� I I I� ��i , �� ,4 i I � � �, � I i �� 2 � � i 1 '�, ,5 � . 10 16 77 � SM= 13I I12 1�� . _ . � B 'L%4 I I sxa= 3�= sx' `4aE= 3K4 I I 6-3-4 11-5-4 78-0-1� 24-&° 31-6-0 � 6-3-4 � 5-2-0 ' 6-7-11 ' 6-7-1� ' 6-9-? Plate Offsets(X.YI: �2:0-2-4.0-0-2�.(4:0-4-0.0-1-4�.(7:0-1-12,0-1-12;.(9:0-1-12.0-1-8�1,�i1:0-2-8.0-i-81 LOADWG (psfl I � �, I TCLL 3Q0 SPACWG 2-0-0 CS! DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) � Plates Increase 1.15 , TC 0.85 , Vert(LL) -0.23 11-12 >999 360 MT20 185i148 TCD� g,p Lumber Increase 1.15 BC 0.80 Vert�TL) -0.30 1�-12 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.83 Horz(TL) 0.10 8 n/a n/a � BCDL 7.0 �� Code IRC2009/TPI2007 (Matrix) '� i Weight:142 Ib i=T=16% LUMBER BRACWG TOP CHORD 2x4 HF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-7:2x4 HF SS except BOT CHORD 2x4 HF No.2 2-0-0 oc purfins(2-4-4 max.):4 7. W EBS 2x4 HF/SPF Stud/STD`Except" BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. 7-8,6-9:2x4 HF No.t&Btr,4-11,6-11,7-9:2x4 HF No.2 WEBS 1 Row at midpt 7-8,4�1 JOINTS 1 Brace at Jt(s):7 ; MiTek recommends that Stabilizers and required cross � jbracing oe installed during truss erection,in accordance with i '� Stabilizer Installation quide. REACTIONS (Iblsize) 2=1573/0-5-8 (min.0-3-1),8=1 58310-5-8 (min.0-3-10) Max Horz 2=237(LC 7) Max Upifft 2=-262(LC 7),8=287(LC 8) Max Grav 2=1858(LC 13),8=2185(LC 12) FORCES Qb)-M�.Comp./Max.Ten.-AL'forces 250(Ib)or less except when shown. TOP CHORD 2-14=-3032,'346,3-14=-2848/360,3-4=-2573/356,4-5=-2714,'384,5-6=2714/384, 6-7=-2021l274 BOT CHORD 2-13=-46Z'2539,12-13=-462/2539,12-15=-344/2286,11-15=-344/2280, 10-11=-274l2021,10-16=-274/2021,9-to=-274/2021 WEBS 4-12=46/601,7-8=-2081/309,4-1�=-216/575,5-11=-809/189,6-11=-145/916, 6-9=1542/300,7-9=-362/2669,3-12=844/184 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp C;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;Pi=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of mi�roof five load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. �1�;R S. ' �, 5) Provide adequate drainage to prevent water ponding. ,Q.l- �' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � �!� � Sf � 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,with BCDL=7.Opsf. � � . r' 8) Provide mechanical connection(by others)of truss to bearing plaie capable of withstanding 262 Ib upfift at joint 2 and 287 Ib uplift atjoint 8. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and RSC2.10.2 and referenced standard ANSI/TPI 1. � � ,� 10) "Semi-rigid pitchbreaks with fixed heeis"Member end fixity model w2s used in tne analysis and design of this truss. �J�, �'�r'1��9C.F,�� , 11) D�sign assumes 4a2(flat orientation)puriins at oc spacing indicated,fastened to truss'C w/2-10d nails. /,�, �t- 12)This truss is designeo for a creep factor of 125,which is used to cal�ulate the total load deflection. The building designer shall 'SSft�:. ��' verify that tnis parameter fits with the i�tended use of this componeni. �``��' 13j Ali dimer,sions given in feet-inches-sixteenths(FFI15S)format. LQAD CASE(S) sta�da�d August 1,2012 i �WdF�NfNG-Yerzfy d�sign parmnetc;s and R.EflD NOTE.ON THI.gTID INCL[JDrD MITEf:RSFe.RrNCE PBGE hII1-7373 3��ORE USE. ��.. �' �.. '�. Design valid for use oNy ti��th MiT=k connectors Tn.s d.,sian is based only upon paramefers shown,and is for an individual building componeni , � '. Applicobility of desigr paromeYers and proper incorporation c`component is responsibility or building designar-not rruss design :.Br�cin�shown � i is for lateral s,:ppor of individual web members only. Additional temporary bracing to insure stability d�nng construction 1=_ihe responsibilhty of the �. �p T I '�� erector. AddiYional permanent bracing of the overall structure is tne r2sponsibllity of tne buildL�g desipne;.For general guidance regardinq i FV1�Rek . ', tobricaiion,puolity control,siorooe,delivery,erection a,�d bracln5.consul�4NSI/TPII 9ualit��Cnteriq DS5-89 cmd BCSI&uildma Conponenf ' T7 Gr�enba�k Lane.SuitE 109 ' ', Salery In[ormation ovailable from Truss Plote Instiluta,781 N.Lee Sireei,S��i1e 3�2,Alexandrie,VN 2^_3 i 4. CP.rus Heiahts.CA,95610 �' � I(Southem Pine(SP o;SPp)lumber is specified the design valuss are those effectroe 06/07/2012 by A�SC or proposed by SPi5. � � __ _- - -- ------ _ _ _ __- -- --- - . _ -- - - _ _ _----_ ---- ---- - - ,,, , �r�ss r�� i}Ne ��>' �°iY TACOfN,4°�OPLEi.��19=i6 '� �90939 �A4 CAL HIF 1 I 7 : R34922892 ' i� i IJob Reference(optional) � Th�Truss Co./Tri-Counry Truss, Sumner WA 1�ugene OR/Budington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 3� �7:3237 2012 Page 1 ID:MjqOrsKl4aSJprcruyoR07zT81J-ZMOnWfXEzuz8WFCpAfvXcyQ34mzeLGxzfh!62dysS90 -�-G-O ?-3-4 �3-10-15 15-4.'.5 I 25-4-° 31-6-0 't-0-0' 7-3-5 6-7-11 5-6-0 at�-11 ' 6-t-7 ' Scale=1:53.9 4�_ 2x4 II 4�t4= 4ffi_ 4 5 �6 6 7 j II 6.00 12 i 3x4 i I l q 3 �a � IQ 15 I lo I �� i I I � � � I j I I ; i i � , ; ^ '�, .__._ _. _ I--i._..._.. __.._..__..I� . . �� '� I 13 12 17 11 �p 18 9 19 ..._ . 3z1C- 3x5= . ... --__ B ._. . . ..-..___-._ _.-_ . 2x4 II 3x4- 3X9= 4c6- 3xd �"�. 7-3-4 � 13-5-? 19-4-15 25-4-9 31-6-0 73-4 ' 6-2-0 5-t1-t1 � 5-�1-11 6-1-7 ' ?iace oftsets(x.v�: �2:o-7c-o.o-o-�o�.�a:o-a-o,ai-a�,(7.�-2-o,a-i-a�,f°:o-2-0.0-�-��,(10:0-2-0.o-1-s�.�i2:o-'-i2,o-l-at LOADWG (psf) I SPACING 2-0-0 I CSI �! DEFL in (loc) I/defl Ud PLATES GRIP TCLL 36.0 Plates Increase 1.15 TC G.99 i Vert(LL) -0.21 2-13 >999 300 MT20 185/148 (Roof Snow=3G.0) Lumber Increase 1.15 I BC 0.97 i� Vert(TL) -0.33 2-13 >999 240 T�D� �� Rep Stress Incr YES WB 0.88 Horz�TL) 0.10 8 n!a n/a i BCLL QO ` Code IRC2009/TPI2007 (Matrix) Weight:149!b FT=16% BCDL 7.0 i LUMBER BRACING TOP CHORD 2x4 HF No.1&Btr'Except' TOP CHORD Structural wood sheathing directly applied,except 4-7:2x4 HF No.2 2-0-0 oc purlins(2-2-0 max.):4-7. BOT CHORD 2x4 HF Na2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W EBS 2x4 HF No.1&Btr`ExcepY WEBS 1 Row at midpt 7-8,4-10,6-9 4-12,5-iQ,3-13:2x4 HF/SPF Stud/STD,4-10,6-10,7-9:2x4 HF No.2 JOINTS 1 Brace at Jt(s):7 IMiTek recommends that Stabilizers and required cross , bracing be installed during truss erection,in accordance with I ' Stabilizer Installation guide. j REACTIONS (Ib/size) 2=1578/0-5-8 (min.0-3-3),8=1022/0-5-5 (min.0-3-9) Max Horz 2=274(LC 7) Max Uplift 2=268(LC 7),8=-284(LC 8) Max Grav 2=1955(LC 13),8=2149(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-3223/348,3-15=2850l365,3-4=-2241/309,4-5=-2150/308,5-16=-2150/308, 6-1fi=-2150/308,6-7=-1546l211 BOT CHORD 2-13=494/2694,12-13=-494/2694,12-17=-303/1969,11-17=-303/1969, 10-11-303/1969,10-18=-211/1546,9-18=211/1546 W EBS 4-12=-64/708,7-8=2044/303,4-10=-407/279,5-10=-775/168,6-10=-147/910, 6-9=-1532/295,7-9=318/2329,3-12=-1072/228 NOTES (13) 1)Wi�d:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(Iow-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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 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 pst or 1.00 times flat roof load of 30.0 psf o�overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ��: r/�. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `Q��' �.4� Gf� 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 .ti� will fit between the bottom chord and any other members,with BCDL=7.Opsf. � � ^ 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 268 Ib uplift at joint 2 and 284 Ib uplift f atjoint 8. - 9)This truss is designed in accordance with the 2009 International Residential Code sectio�s R502.11.1 and R802.10.2 and reterenced standard ANSI/TPI 1. 10) "S2mi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � �'� ` 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10o nails. �rjf !'��,,5 ��0 ,=;�' 12) This trusc is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall /.� 1. verify that this parameter fits witn the intended use of this component. 'S.S/ „�L' i3) All dimensions given in feet-inches-sixteenths(FRISSj format U�AL�-` LOAD CASE(S) Standard AUgUSt 1,2012 I �Ik'6hXING-Verify d�si_4ir parQ�neEe�cmd REAL>NO�S ONTHIS ANFi I�LU73ED MITFX KEF'EftENC£FEGE hYll-747.&Er DRE iISE. � S �.. Design vclid for use only witn MiTek connectors.This oesign is bcsed only upon parameters shown,and is for an individual building component. ' P,ppiicability of design parame`=rs and proper incorporafion oi componen*is responsibilit��of building designer-not iruss designer.Bracing shown - , is for lotera.support o!individuol weo members only. Additiono temporory bracing to insure sTaoility during consRuction is fie responsibillity o.`iha � R/�T t' '�. eracto-. Hdditlonal permanent b�ocing of ine overoll structure Is the responsibility of ihe building designec For general ouidonce regarding ' tVl�l�1�� '� tcbricafion,ouality confrol,siorope,d�INery,erection ond brooin�,consul'qMSI/T?I1 Quality Criteria,DSB-89 ond BC51 Building ComPonent � iT;i ureen�ack Lane,Suite 109 �� Safety Information availoble from Truss Plate Institu�re,781 N,Lee Sireet,Suite 312,Alaxondria Vf.22314. p l �i Citrus Heights,CA,95670 � ' If Southem�.in=(SP orSPp)lumber is specified,the design values are those effective 06,'0 V2012 by ALSC or pr000sed b}'S.I"'. � - _ ._ _ _ ___ _ __ _ --- _. _ ------ -____ ---- -- - -- -- ----- -- — ;�: , -;..,� �::�� y�,� ��y °�� , -aco��a��?�_. i s�� _ ._- ;95939 ',A5 'CAL HIP li1 I � � R34322893 �i ;� 1 � IJob Reference foPtional� � Tne Truss Co./Tri-County Truss, Sumner WA!Eugsne OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,inc. Tue Jul 3� 1732:38 2012 Paae� I D:Mj qOrsKl4aSJ p rcruyo R07zT81J-1 YZAj?Yti BS?BPn%j MQm89yG LAMy4nR7tL4ab3ysS 9 N -1-0.0. 7-na? 15-t0-15 23-0-C 3G-1-1 ,3l-o-C, 7-0-0�' 7-i1-14 �' 7-1i-1 ' 7-1', i-1-1 1-4-�5' Scale_7:59.0 S�B= 6.00 12 4�= 2x4 I I 3x4 I: 7 g 6 I 4Xdi ; '\ � � q I1 3z4 i I I I a I 15 II I'i �� 3 li � � � � � � � � i ' I � , � : �, . � , � ,a I ' __ _ � e � �i 'a, I , ' ' , � � o ax�— ,s. . _.._. _ _ iz ,e n �o ,7 ,e,s � 2x4 i I 3r5= 3�— 4%B- 3a8 MT18H- 7-11-t4 15-b-< 230-0 � 3�-6-0 ' i-11-14 i-S-6 ' 7-6-1L $_F_(� . ?iate Offsets(X,Y): i2:0-0-S.Edge�.f5:0-3-12.0-t-41.f7:0-4-0.0-i-12.`10:C-1-p.G':-8',.;12:0-2-4.0-1-81 TCADING �PS30.0 I SPACING 2-0-0 � CSI I DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow=30.0; I Plates Increase 1.15 , TC �.89 Vert(LL) -0.22 9-10 >999 300 j MT20 185/148 TCDL g,p i Lumber Increase 1.15 I BC 0.80 Vert(TL) -0.37 9-10 >949 240 I f�T18H 185/148 BCLL 0.0 " ' Rep Stress Incr YES i WB 0.61 ! Horz�TL) 0.09 9 n/a n/a I BCDL 7.p Code IRC2009/TPI2007 �, (fJ�atrix) j Weight:154 Ib FT=16°6 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E"Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, 7-8:2x4 HF No.2,5-7:2x4 HF SS,1-4:2x4 DF 2400F 2.OE and 2-0-0 oc purlins(3-4-5 m�.):5-7. BOT CHORD 2x4 HF 1650F 1.5E'Except" BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. 9-11:2x4 HF No2 WEBS 1 Row at mldpt 7-9,5-10,6-10,3-12 WEBS 2x4 HF No.2'Except' MiTek recommends that Stabilizers and required cross 3-13:2x4 HF/SPF Stud/STD bracing be installed during truss erection,in accordance with ' I Stabilizer Installation guide. I REACTIONS (Ib/size) 2=1577/0-5-8 (min.0-3-3),9=1625/0-5-8 (min.0-3-4) Max Horz 2=296{LC 6) Max Uplift 2=290(LC 7),8=-249(LC o) Max Grav 2=1954(LC 17),9=1963(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-3362/378,3-14=-3191/409,3-15=2138/279,4-15=-2107/282,4-5=-1872/310, 5-6=1594/240,6-7=-1609/244 BOT CHORD 2-13=418/2831,12-13=-418/2831,12-16=319/1672,11-16_319./1672, 10-11=319/1672,10-17=-105/289, 17-18=105/289,9-18=-105/289 WEBS 7-9=-1953/387,5-12=-67/816,5-10=-748/119,6-10=-1121/239,7-10=263/1936, 3-13=01282.3-12=-1287/274 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 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 fla±roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. ��. rIJ�= 7)This truss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any othe;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 � L will fit between the bottom chord and any other members,with BCDL=7.Opsf. �a �t, 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 Ib uplift at joint 2 and 249 Ib uplift ��{ � atjoint 9. ' 10)This truss is designed in accordance with the 20Q9 International Residential Code seciions R502.11.1 and R802.10.2 and referenced standard ANSIiTPI 1. 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)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. r j,. �C,'15TE6`t� '~1 13)Tnis truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building design2r shall /, 1: verify that this parameter tits with the intended use of this component. `.-S,S`f� `e:�� 14)All dimension�given in feet-inches-sixteenths(FRISS)iormat. J'�'�AL' LOAD CASE(S) Standard August 1,2012 '�, �LC9Pctdh�G-Verify design parcuntera an4'FZE9L)NOTES ON THIS�I�ID 71VL%�UD�IdITEFi REF'F.'PcENCE P9GE h�t�7Y73 BSFURE USB. :' �� I �� Design valla for use only with MITeu connectors.This design is based onty upon parameters shown,and is for on mdividual building componen*. '� � I Appiicobdih,�of design porameters anC oro�r incoroorotion of comoonent is responsibiiity of buiitling des�gner-noi iruss aasi�ner Brccinc s�own ; i is for laTeral support of indiviauol w2b members only_Additional temporary bracing to insure stabilifi�during ce�struction ls ihe respoosibilliiy of ihe j R�7� i, ereclor.Addltiona�pe�maneni bracing of in overal�stru_ture is the res�ons�biiity of ihe building designer.For general guidance reearding � FV IE!ek '�, fa��cotion,quolity co,trol,storage,delive��.erectlon o�d bracirg,cons�.'t ANSIITPfI Quaiity Criienn.QSB-R9 and BCSI Buflding Componen` � 77�7 Greenback Lane,Suite 109 '�. Satery Info p ation ava�lable trorr-Truss Plota Instiwte,�R i N.Lee-Street,Suite 3'.2 Alexandrio,VA 22814. j Citrus Heighis,CA,95510 tt Soufhem.ine(SF or SPp)lumber is specified,the design values are those effective Oo'!O V20�2 by ALSC or proposed by SPIB. � _ ---- _ _ ------ --- —__ ____ ___--- __ ____ - - _ _ __ _ --__ _- - -- -_ _ _ ,,. . -;..�_ uss YPE �ty � 'i)' ik�"OIJS°c�PL�,.s� .B�i�o �96939 I B1 i FINK �q ; 1 '� R349�2894 ' ; i �Job ReSsrsnce(o�tional) j The Truss Cc./Tri-County 7russ, Sumner WA r Eugene OR;'Burlington WA 7.350 s Jul 18 2012 MITek Industries,Inc. Tue Jul 31 �732:39 2012 Page 1 I D:Mj q OrsK14aSJprcruyoRO?zT8lJ-V I7Yx:T/U V DsIZM 9 H4x?h N Vf gZf"pl LG6?qD7VysS9 M -�-0-0, 5-0-0 '.5-�-0 23-6-G 31-6-0 �-0-0 E-G-O ' ,-9-0 ' 7-5-0 ' S-0-0 4�= Scale=�:55.7 s.00;t2 s a�nz� 4X12� y 6 13 �5 2x9\� 2%S// 3 � 1 % ;� � �� , �� // �✓/ 8 d1 11 12 10 9 � 4x5 i 4x5� 3r5= 3ab= 3�_ �0-t�-12 20-6-4 3i-6-0 � io-,�-�z � 4.6_e --��,_.,_�„ Plate Offsets(X,Y)� �2:0 3-14A-�-12',(5:C-3-0.0-1-12�.�8:0-3-14.0-1-12�,f9:0 2-4 0-1-8� �11:0-2-4.0-1-8i LOADWG (psf�0 o SPACING 2-G-0 II CSI i DEFL in Qoc) Ildefl Ud � PLATES GRIP (Roof Snow=3G.0) Plat2s Increase 1.15 TC OJ2 I� Vert(LL) -Q51 9-11 >727 360 NST20 1E5/148 TCDL g.p Lumber Increase 1.15 BC 0.97 Vert(TL) -0.67 8-9 >555 240 BCLL 0.0 * 'I �ep Str2ss Incr YES , WB 0.38 Horz(TL) 0.12 8 n/a n/a , BCDL 7.0 ; CodeIRC2009iTP12007 (Matrix) �i Weignt1191b FT=�6°b LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Riaid ceiling directly applied or 2-2-0 oc bracing. _ WEBS 2x4 HF No.2`Except` ' MiTek recommends that Stabilizers and required cross � 3-11,7-9:2x4 HF/SPF Stud/STD bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1586/0-5-8 (min.0-2-10),8=1488/0-5-8 (min.0-2-7) Max Horz 2=113(LC 7) Max Uplift 2=-295(LC 7),8=-242(LC 8) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2718/438,3-13=-2344/390,4-13=-2226/401,4-5=-2195/420,5-6=-2199/426, 6-14=-2230i407,7-14=-2348/396,7-8=-2696/445 BOT CHORD 2-11=-393/2311,11-12=-137/1531,10-12=-137/1531,9-10=-137/1531,8-9=311/2319 WEBS 3-11=650/280,5-11=-164l911,5-9=-171/927,7-9=-668/2B5 NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.il;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 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 2Q.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 7) Provide mechanical connection(by others)of truss to bearing plate capable oi withstanding 295 Ib uplift at joint 2 and 242 lo uplift at join,8. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � - S- rl�r 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��" �`r� 10)This truss is designed for a creep factor of 1.25,which is used to calcuiate the total load deflection. The building designer shall � �F �C�'�� , verify that this parameter fits with the intended use of this component. ;, 'j, 11)All dimensio�s given in feet-inches-sixteeMhs(FFIISS)format �Y � LOAD CASE(S) Standard � � ` ?�/f,�,�G�S-rER��, ,`'`~' ��, SS�U?�.4L��' August 1,2012 � �WiiIiTL�NG�Ger-ify desi_qn para�rxefers and REflD NOi�S ON THIS 9NP INGLClDEF?AaTEF:PeSFEC{ENC£P�Gn,hI77�7473 Bc.FDRE USE. '� "'f ! Design valid fo�use oniy with MiTek conneciors.Tnis design is bosec onl��upon parameTars shown,antl is for an indivicuol bu:iding componan`. li � i, '� P,pplicabiiity of desqn parameters and proper incorporction o`:componeni is responsinility o!building designe no'`russ designer.Bracing s'�owr� �� ' is fo�la�era�:support of indiviaua'�.web members only. Additional temporary bracinQ Te insure siabilih�during construction is ihe resporsibilliTy o`tne �a �{ � '�� erecror. Additional permane�t bracing of ihe overall structure is the res,ponsibiliry o`the building designe;.For general auidance reQcrdinc . lYt�F�k� �, fo��cotion,qualiiy conirol,storooe,�eiiv r�,erectlon ond brocing,consult ANSI/TPI i 9uafity Critena,DSR-89 and B�."SI Building Componant �i T7 Greenback Lane.Suite Y 09 Y I : Sa(et}�Information available from iruss?lai Inshtute,781 N.Lee Sheet,Suite 312,Alexandea,VA 223 i 4. � Crtrus Hel hts,CA,95610 �� tl Sou[hem Pine(SP or SPp)lumber is soecified,the desipn values are those effeotive 06/01/2012 by ALSC or proposed by SPIB. '� 8 L— - ----- _ ___--- --- _. __ _____- _----- _ _ _----- -- -— --- — --- _ �� , -�u�_ �--�5� �,,_� �,:,- r��. �� ;::or�� oP�E�� ,�aE � i9E939 � B2 I CAL HIP I 1 1 R3492230:, ', , , ' � �Job Reference(optional) � Tne i russ Co.,'Tri-County Truss, Sumner WA/Eugenz OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,ina Tue Jul 31 17:32:4 i 2012 Page 1 I D:MjqOrsKlaaSJ prcruyo R07zT81J-n7F I M 1 a106Ta?s W aP U_Tmoakq N KyH3qZZJJ KBOysS9K -�-o-o� a-i�-ic �a-iai5 i�-�-i 2a-s-2 ars-o ?-0-0� 6-11-14 ' 6-11-'I ' 3-&2 ' 6-11-? � 6-11-tA Scale=t:542 4a9= 4x6� 4 ^� V t4 I 6.00�12 I' I i 3x4 i 3�c4� 3 6 r?� �3 � 15 � i I __ II I 7 122 I Qi — Q i 0 , n ie 5�c"o= .. 8 5x6= - 2x4 I I 3%4= 5>8= 2x4'��. � 6-11-15 13-5-4 t8-0-12 24-6-2 31-6-0 6 11-14 6-5-6 4J-8 6-5�6 6-11-14 °late Offsets(X.Y): �2:0-1-11.Ed4el,(4:0-4-8.0-1-4�,�F:O-2 12.0-2-01 ��:0-2-4 0-G-2�.(9:0-3-12.G-3-0� — LOADING (psf) i SPACING 2-0-0 CSI , DEFL in Qocl I/defi Ud i PLATES GRIP T�LL 30.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.24 9-10 >999 360 ! MT20 185/148 (Roof Snow=30.0) ; Lumber Increase 1.15 BC 0.98 ', Vert(TL) -0,35 1G-11 >999 240 TCDL 8� ' Rep Stress Incr YES WB 0.95 I Horz(TL) O.to 7 nia n/a BCLL 0.0 ' Code IRC2009/TPI2007 Matrix BCDL 7.0 � ) 'i I Weight:1281b FT=1o°o LUMBER BRACWG I OP CHORD 2x4 HF No.1&Btr'Except' TOP CHORD Structural wood sheathing directly applied,except 4-5:2x4 HF No.2 2-0-0 oc puriins(3-6-4 max.):4-5. BOT CHORD 2x4 HF No.t&Btr`Ezcept' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-9:2x4 HF No.2 MiTek recommends that Stabilizers and required cross � WEBS 2x4 HF/SPF Stud,'STD'Except" bracing be installed during truss erection,in accordance with ! 3-10,6-9:2x4 HF No.1&Btr,4-9:2x4 HF No.2 I Stabilizer Installation quide. REACTIONS (ib/size) 7=1395/0-5-8 (min.0-3-5),2=1492/0-5-8 (min.0-3-8) Max Horz 2=100(LC 7) Max Uplift 7=-233(LC 8),2=-286(LC 7) Max Grav 7=2000(LC 17),2=2143(LC 17) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-13=-3661/393,3-13=-3303l409,3-4=-2587l329,5-14=-2369l331,6-14=-2584/319, 6-15=-3321/419,7-15=-3679/403,4-5=2123/337 BOT CHORD 2-11=-363/3091,10-11=-363/3091,9-10=-160/2121,B-9=-298/3108,7-8=-298/3108 W EBS 4-10=65/588,5-9=-55l59Q 3-10=-1079/229,6-9=-1100/239;6-8=0/252, 4-9=-249i2o0 NOTES (13) 1)Wind:ASCE 7-05;SSmph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 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 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This iruss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��,R S. �, will fit between the bottom chord and any other members. �ti' Gr' 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 233 Ib uplift at joint 7 and 286 Ib uplift C' -�" A '�� 1- at joint 2. �•. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and '{ , :' referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this iruss. 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wi 2-10d nails. 12)This truss is designed ior a creep factor of 1.25,which is used to calcuiate tne total load deftection. The building designer shall � � ,� v2rify that this parameter fits with the intended use of this component. t'r �,;� b � _�� 13)Ali dimensions given in feet-inches-slxleenths(FFIISS)format. '�Fl, f�%fST�tl' �;� LOADCASE(S) Standard �S�t�:'�'AL��C, August 1,2012 '. �W�RNING-Yerif_u�si_4n przrumeEe�s and REBd)N6TES ON THI.9ND INCL UD£.Ll MITEF'REFi RENCE PbGE A17T-7473 BEF�ftE FISE. '�. �' i Design valid to�use only with Mi iek connectors.fiis design is basea only upon parameters shown,and is for an individual buildin�component � � �, A:plicabiliry of design paromerers and proper incorporation of component is responsibiliry of buiiding designer-no5 truss aasigner.Brocing shown �� is tor lateral support of individual web members onlµ Additional temporary braang to insure s'abihiy d�ring construction is the responsibillity of the I T {� I j erecror. Additional permonent bracing of the overall siructure is tne resoonsibi!ity of the buildino desiane�.For general guidance reoarding ' ��fell� i fabricoiion,quolity coniroL storaqe,delivery,erecfior and brocing.consult qNSVTPiI Quality Criteda,DS6-89 ond BCSI 8uiiding Componenl ??77 Greenback Lan�.SuRe 109 � ', Safety Iniormcrtion available"rrom Truss Plate Instiiute,781 N.Lez Stree!,Suite 31'<,Alexondrio,V„22514 � Citrus Heights,CH.�5610 I �� tt Sou.hem Pine(SP o;SPo)iumber is soecified,tne design values are those effe�tfve 06/07;2012 by ALSC or proposed b}�SPI6. I --- --- - --- - __- ------ — --_ ---- - - -- __ _ -- -- „iotr • Tr�s Truss �ype �ry i y TACOMA PCOPLE'3119 Ro i z � P,3492896 � �96939 i B3 �CAL H I P � �1 I 1 i �Job Reference(optionaq � •The Truss Cc.i i ri-Cou�ty Truss, Sumner WN/Eugene OR�Burlington WA 7.350 s Jul Y8 2012 MiTek Industries,Inc. Tue Jul 31 i7:32:42 2012 Paqe 1 I D:MjqOrsKl4aSJ prcruyo RO'zT81J-vKpgZMb NnQc�cO5myCViJ?7xu nhFOaQj oz2tkqysS9J �-o-o s-n-iti irio-�s -�-o ie-�-� 2s-s-2 a�-s-o ��-o-o' s-ii-is s-ii-� � s�io-i � �-�o-�� 5�i-i ' o-i�-�a scate=i sa a as� 3x4= aX5� 4 16 5 17 il � I � 6.�,2 I� 3x4 i I 3%4� � 3 I i 7 il �I �I 74 � / 15 I� i � i ; i , � , i ,, 8 i� 2 � — — .. lo� 13 12 18 19 11 10 9 3%1C— 4x6= 3x10=• 2x4 II �*�= 3x8= 2x4 II __.._..__._._.. .. 5-?1-14 11-5-R 20-0-�2 25-64 31-6-0 ' S-t1-14 � 5-5-6 ' &7-B � 5-5-0" � 5-1�-14 Plate Otsets(X.1'): [2'0-10-4.0-0-14�,�4:0-2-0,0-1-12�.�6:0-2-0,0-�-12�.[8:0-1C-4,0-0-14� LOADING (psf) � I TCLL 30.0 SPACING 2-0-0 CSI , DEFL in Qoc) I/defl Ud , PLATES GRIP (Roof Snow=30.0) � Plaies Increase 1.15 I TC 0.85 Vert(LL) -0.39 10-12 >957 360 MT20 185/148 TCDL g.p � Lumber Increase 1.15 BC 0.91 Vert(TLj -0.60 10-12 >617 240 BCLL 0.0 ' Rep Stress incr YCS WB O.o7 Horz(TLj 0.16 8 n/a Na , BCDL 7.0 Code IRC2009/TPI2007 j (Matrix) Weight:128 Ib FT=16°6 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(3-7-14 max.):4-6. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with I Stabilizer Installation guide. REACTIONS (Iblsize) 8=1447/0-5-8 (min.0-3-1),2=1544/0-5-8 (min.0-3-5) Max Horz 2=89(LC 7) Max Uplift 8=-221(LC 8),2=-275(LC 7) Mvc Grav 8=1865(LC 17),2=2028(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-3414/380,3-14=-3228/394,3-4=-2583/325,6-7=-2588/329,7-15=-3276/407, 8-15=3441/393,4-16=-2148/326,5-16=-2148/326,5-17=-2151/330,6-17=-2151/330 BOT CHORD 2-13=-348l2886,12-13=-348/2886,12-18=-178/2177,18-19=-178/2177, 11-19=178l2177,10-11=-178l2177,9-10=-296/2914,8-9=-296/2914 WEBS 4-12=-45/612,6-10=-44/617,3-12=-812/193,7-10=-840/204,5-12=-367/122, 5-10=-366/129 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cai.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-G-0 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 ftat roof load oi 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequaie drainage to prevent water ponding. o)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 p11�•�`S' �' will fit between the bottom chord and any other members,with BCDL=7.Opsf. C'�� SI- ��' 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 221 Ib uplift at joint 8 and 275 Ib uplift `�� _ :1�, at joini 2. �� , �_• r� 9)This truss is designed in accordance with the 2009 International Residential Code sectiors R502.11.1 and R802.10.2 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) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. <r,*� 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall �' :: verify that this parameter fits with the intended use of this component. ��f �4',�,IS4g�1;0 ,� 13)Ali dimensions given in feet-inches-siuteenths(FFIISS)format. /.�� 1: LOAD CASE(S) Standard 5��1��N.4Lt��' August 1,2012 . A WE`Rtv7Nti-Yerify desigrz parmne.ters and RE�D NOI'�3 ON TIf75�ND�LUUP.�MIT"r,Ti REFERENCE P9GE trII7-7473 SEz'DR£USE. ; '�� Desigr valid for use only with M7ek connectors.T�is design is based only upon parameters shown,and is for an individua!building component. �, I ��. P,�piicabilit��of tlesign paiameters and proper incorporation of componen'-s r..sponsibilily of building designer-not truss designe;.�Sreci�g snown I, '�, is for latera:support of individual web members only. Additional temporary oracng to insure siabiiiY��during construction is the responsbillity of the I. �q T {� I erector Additional pzrmanent brocing of the overall siructure is the respon�biiiN oi the building designer.Fo�Qenerai guiaance regarding '� EVE�[etC� � 'I tabrication,quolity contro!,storoge,deliverys erection ond brocing,cor.wii A�SIiTPII 9uality Criieric,DS6-89 and BCSI&uilding Componsnf �� -'77 Gr2enback Lan2,Suite 1 p9 ' Saiety Inforznation available from 4uss Piate institute,781 N.Lee Street,Suite 312,Alexandria,VN 22314. Citrus Heights,CA,95610 ' Y Southem?ine;SP or SPp)lumber is specified.ihe desian values are those effeciive Oo"!G1l20�2 by ALSG or pr000sed b��SPIB. - --- - -----_--- -- ------ ---- - _ _ - ---- __-- --- -__ _-- ---- - ---- ---- ___ .,oc • �r..�s �r::ss-YPE t)' �iy 'ACOt�IA?�t��L�3 i �,9 Ro �� ' • i R3492285? '' �9E939 ',54 CAL HIP 1 i 1 ! � • ' ,Job Reference(optional) ?he 7russ Co./Tri-County Truss, Sumner lNA/Eugene OR/Burlington WA 7,350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 31 �?:32:44 2012 Pane 1 ID:Mj qOrs KI4aSJprcruyoR07zT81J-nxR_2ceJ�s8sKF94dXAO�C H GaPtUXR?G HX_ojysS9 H ,-1-0-0, 4-11-14 9-10-15 15-F-0 21-7-1 26-6-2 31-6-0 �-ao� a-ii-�a � a-ii� � s-io.i �� s-io-i a-ii-i � a-i,-ia Scale=t:54.7 4�c8= 2%4 II 4�_ i4 14 5 15 I i i I 6.00�12 �i 2X4� 2x4 i 3 � i ' i io � l3 8 2 � � - . o r 12 11 �� y o 4x6 i 3x4= ;sa5= 3x6= 4ffi� 3X4= 9-5-4 15-9-0 22-0-12 31-F-G � 5-5-4 � E-3-12 6-3-72 ' 9-5_4 ' Plate Offsets(X,Y): �2:0-3-14.0-1-12�,[4:C-4-O.C-1-4;,�6:0-4-0 0-t-4� f8:0-3-14 0-1-12� LORDWG (psf) ! TCLL 30.0 SPACWG 2-0-0 CSI , DEFL in Qoc) I/oefl Ud PLATES GRIP Plates Increase 1.15 TC 0.86 Vert(LL) -0.22 11 >999 360 MT20 185/148 (Roci Snow=30.0) � I � Lumber Increase 1.15 BC 0.77 Vert(TL) -0.42 8-9 >889 240 BCL�L 0.0 * qep Stress Incr YES I WB 0.45 Horz(TL) 0.13 8 nia n/a BCDL 7.0 Code IRC2009/TP12007 I (Matrix; j , Weight:1231b FT=16°b LUM6ER BRACING TOP CHORD 2x4 HF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins, 4-6:2x4 HF No.1&Btr except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(2-2-0 max.):4-0. WEBS 2x4 HF/SPF Stud/STD'Except' BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. 4-11,6-11:2x4 HF No.2 ', MiTek recommends that Stabilizers and requireo cross � braci�g be installed during truss erection,in accordance with � Stabilizer Installation quide. REACTIONS Qb/size) 8=1395/0-5-8 (min.0-2-11),2=1492/0-5-8 (min.0-2-15) Max Horz 2=77(LC 7) Max Upiift 8=-208(LC 8),2=-262(LC 7) Mvc Grav 8=1626(LC 17),2=1789(LC 17) FORCES (Ib)-M�.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2937/377,3-13=-2820/396,3-4=-2467/316,6-7=-2471/323,7-8=-2934/407, 4-14=-2818/353,5-14=-2818/353,5-15=-2818/353,6-15=-2818/353 BOT CHORD 2-12=-346/2488,11-12=-232/2202,10-11=-177/2205,9-10=-177/2205,8-9=-305/2517 WEBS 4-12=10/4�5,6-9=-16/422,4-11=159/782,5-11=-898/193,6 11=-158/779, 3-12=-588/171,7-B=609/180 NOTES (13) ?)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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)TCLLL ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partiaily Exp.;Ct=1.1,Lu=50-0-0 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 Icad of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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 ��J��•R - T�1�-�, will fit between the bottom chord and any other members. e� { 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 Ib uplih at joint 8 and 262 Ib uplift �� .� � at joint 2 F �, %F; 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 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. '1) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. � 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall � �9� � verify that this parameter fits with the intended use of this component. � �j.,�� -�.,�'' i 3)All dimensions given in ieet-inches-sixt2enths(FFIISS)format. l,� ��; LOf1D CLISE(S) Standard sj��;�.a�r� August 1,2012 i �W.9127QING�Verify desian parmneters and REE D NOTES ON Tfi7597�INCiUDED MITEF;i2E.�`ERENC£PdvE hT77-7473 9�ORE LTSE. ' �� '� riesigr.valiC for use oniy wifi MiTek connectors.This design is baseC only upon porameters showr,,and is ior an individual o�iidinQ comoonent. i � '. Hpplicabiliry of desgn parameters and prope:incorporotion of component is responsioiliry of'ouilding designar-not truss designer.Brocine shown ', I is for iateral support of individual web mem7ers oNy. Hdtlitional temporary braang to insure stabilii��during construction is ihe respons�billity of ihe '� p/� T {� '� erector. hddltional permanent bracing of tne ov2rall structure is tF�e responsibility of the Guilding designec For general guidance regarding '��. F�h'1�i�Fi� I � fabricarion,quolity conTrol,storoge,delivery,erection anC bracing,consult ARSI/TP(1 Quafity Criteria.DSB-89 and BCSI Building Component T,77 Greenback Lane.Sutle i 09 ' '�, Sa(ety Intormafion avaiiable from iruss PIa1=.Insfitute,7S1 I�.Lee S�reei,Suite 312,Nexandrie.VP,22314, ' CRrus Hei htc,CA,95610 i ' tl Southem Pine(SP orSPp)lumberis specified.the desiqn values are those effectivF 06/ot;20,2 be A_SC or proposed bV SPIB. '�.__ . _ 9 - — _ __ - ---- _ --- -- - _ _ __- —_- —- — — -----__ _ —_. __ _----- .�� , ?fi,,,� , '.155 )�. .__—_- ______. .__'___ ,.�..�..r r')' � �A'vV�✓If',PC'JI�LC'J i�J`l0 � 196939 IB5 CALHIP y I � ; R34922898 � � �� ' �Job Reference(opfional) � I The Truss Co./Tri-Counry Truss, Sumner WA!Eugene OR/Burlington WA 7.35G s Jui 18 2012 MiTek Industries,Ina Tue Jul 31 1732:45 20�2 Page 1 ID:MjqOrsKl4aSJprcruyoROi zT81J-KvUpBOdG4L_?TUpLeK2PxeIRE�BDyU9UwHXL9ysS9G -�-o-o a-�7-ia �_io-is ,�-ia� is-�-s 2sa-i 2?-s-z a�-s-o '7-0-0 3-i7-14 ' 8-1�-7 ' 4-it-8 ' S-9-3 4-11-b 3-11-1 ' 3-1�-14 Scale=1:553 8%12 i 8X12� 2x4 II 3x4= 4 15 5 16 6 77 � � 6.00 I 12 � 2x4� �Ji II � 2x4 i 3 � Ii I 8 ISx12� I I 2 9 Im _ � � r � IQ 0 /4 18 13 19 12 17 2D 10 Sx12� ..-------3X4----. . 4X1C= 6X1^<M'.'18H= 3x4= 4E= . ..__._.._.... . 7-1-4 12-10-7 18-7-9 24a-72 31-6-0 ' 7-1-4 5-9-3 ' S-S-3 ' S-9-3 ' ?-i-4 °late Offsets(X,Y): (2:0-4-10,0-2-8�,(4:0-3 12,�dge�.(E:0-1-12G-1-8�.�T.0-3-12�dqe�.�9:0-5-2.0-2-4' �11:0 2-0 0-1-8� (13:0-5-0 0-1-12� LOADING �P'30.0 SPACWG----- 2-0-0 �I CSI II DEFL in Qoc) I/defl Ud �, PLATES GRIP ^ Plates increase 1.15 TC 0.91 Vert(LL) -0.53 11-13 >705 360 MT20 185,�148 (Roof Snow=30.0; I TCDL g.� Lumber I�crease t15 i BC 0.96 I Vert(TL) -0.81 11-13 >462 240 MT18H 185/148 BCLL 0.0 " Rep Stress Incr NO i WB 0.59 Horz(TL) 0.21 9 nia n,�a BCDL 7,p I Code IRC2009/TP120G7 (Matrixi , Weight:1631b FT=16°a LUMBER BRACING TOP CHORD 2x4 HF No.1&Btr`Except* TOP CHORD Structural wood sheathing dir2ctly applied or 1-8-10 oc purlins, 4-7:2x6 HF 1650F 1.5E except BOT CHORD 2x6 HF 1650F 1.5E`Except' 2-0-0 oc purlins(2-3-0 max.):4-7. 2-12:2x6 DF 1800F 1.oE BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. WEBS 2x4 HF/SPF Stud/STD"Except* MiTek recommends that Stabilizers and required cross 4-13,6-13,7-11:2x4 HF No.2 bracing be installed during truss erection,in accordance with W EDGE I Stabilizer Installation guide. Left:2x4 SYP No.3,Right:2x4 SYP No.3 REACTIONS (Iblsize) 9=3219/0-5-8 (min.0-5-8),2=3316/0-5-8 (min.0-3-10) Max Horz 2=69(LC 7) Max Uplift 9=-750(LC 8),2=-804(LC 7) Max Grav 9=3334(LC 16),2=3411(LC 17) FORCES (Ib)-Mvc.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=6846/1053,3-4=-6996/1705,7-8=-7001/1707,8-9=-6853/1654,4-15=-8675/2101, 5-15=-8675/2101,5-16=-8675/2101,6-16=-8675/2101,6-17=-8692/2106, 7-17=-8692'2106 BOT CHORD 2-14=-1474/6037,14-18=-1551/6358,13-18=-1551/6358,13-19=-2048/8692, 12-19=-2048/8692,11-12=-2048/8692,11-20=-1510/6362,10-20=-1510/6362, 9-10=-1434/6045 WEBS 4-14=0l323,7-10=0/325,4-13=-662/2787,5-13=-1364/465,6-'1=-1368/478, 7-11=-667l2802,3-14=-124/375,8-10=122/371 NOTES (17) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Qow-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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. [,R S. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat rooi load of 30.0 psf on overhangs �,V� ��Gf:� non-concurrent with other live loads. C �4 ! �` : ' 5)Provide adequate drainage to prevent water ponding. �� C o)All plates are MT20 plates unless otherwise indicated. "� '' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)°rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 750 Ib uplift at joint 9 and 804 Ib uplift i � � at joint 2. '� � � � _�r 10)This truss is designed in accordance with the 20Q9 International Residential Code sections R502.i 1.1 and R802.10.2 and �.t' <<�/,�',T�C�� ' referenced standard ANS6'TPI 1. f S �C� t i) Girder carries hip end with 8-0-0 end setback. S�U'�`A1-l� 12) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used ir the analysis and design of this truss. 13) Design assumes 4x2(flat orien,ation)purfins at oc spacing indicated,fastened to truss TC w/2-10d nails. Continued on page 2 August 1,2012 �' �ii'3RMNG-Y'erifu desiga varmrreters and tic^9B NO7`ES ON.TFIIS 9HI%Ild:�iUDc:D hffT^nFi Rr.fiE,°,.EN t'P9GE d177-74?3 EEFOR.E USE. �'�� Design valid for use only with MTek connectors.This design is basetl onty u�on parameters snowr.,and is for ar individual ouilding componeni. ', i� � H:�piicabilii��o`d>sign parameTers and proper incor?orotion of com�onent is responsibil n of tr�ilding desiane no irur desiyner.6rocino shown ��, is for IaTera�suppor;of individual web members only. Additional temporary bracing to insure sTabiliN dunng construction is th=responsbillity of the ' p X'�ee_ I ��. erector. Adaiiional permanent bracing of the overail structure i�The responseili��of ihe�utlding tlesigner.ro�gen2ra�guidance regardina li f VI IC ' fabricatior,.quolih�conird:,sioroge,deliv2ry:erection and bra�ing,cons!It A�SI/TPi1 Quoflty Crifana,DS6-89 anG BC51 guilding Componeni T/7?Greenback Lane,Suite 10S � SaFety Iniormofion ovolable from Truss Plota Institute,781 N.Lee Sir2e',S�ite 312,fvexandria.VA 22374. '� Citrus Heiahts,CA,95610 � � I'Southem Pine(SP or SPp)lumber is soeciiled,the design values are tbose effeotive 06/0�/2012 by ALSC or proposed by SPI3. ' I --- - _-_ ___-- -- - ---- _ - ------ _ - - -- -- - - - -` �� --- - - - ��,_.... �' �5; vpc .�7 I i^�C..�IJiH _Jr�L�;.;: I��'-��J �, �9e939 ' B5 � �I CAL HIP �� '� � �� R3482289E � � _ i �Joh Refarence(optional) i he Truss Co./Tn-County Truss, Sumner b'JA/�ugene OR/Burlington WA 7.350 s Jul 18 20�2 MiTek industries,Ina 7ue.iul 31 17:32:45 2C12 page 2 I D:Mj qOrsKI4aSJprcruyo R07zT81J-KvU pBOd G4L_?T U p LeK2Pxel R E_j BDyU9 UwHXL9ysS9G NOTES (17) 14) Hanger(s)or other connection device(s)shall be provided sufiicient to support concentrated load(s)659 Ib down and 319 Ib up at 23-�1-8,and 659 Ib down and 319 Ib up a', 7-5-8 on top chord. The desiqNSelection of such connection device(s)is the responsibility of others. 15)This truss is designed for a creep factor oi 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of ihis component. 16) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F;or back(B). 17)All dimensions given in feet-inches-sixteenths(FFIISS)forma:. LOAD CASE(S) Standard 1) Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-76,7-9=-76,4-7=-181,2-9=-33(F=-19) Concentrated Loads(Ib) Vert:4=-659 7=-059 _-_ , �4YaPct�RNG-ti c�-ifq desxgn pa�wneters and RF'.GD NOT£S ON T=I7:BIv9 tITCi,UZ)r.L)hII�F REFr.ft'SNCE PAGE 1fII7-e'�T.a BE.=OR.USE. '�, i �� Design velid for use only wiTh MiTek connecto;s Tnis design is based only upon paromelers snown,and is for�n individual building componen* ', I Hpplicobiiity of dasign param �e:s and pro,x�incorporation of componen!is r2s�onsibildy o`bwiding aesigner-not Truss design>r.Braang snowr: ', � i�for lateral suoport of fndividual web members only. Additional temporary bracing to insure stability during consrrucfion is ihe resoons�oilliTy a ihe I �/{T (� erector. Aaditional permanent oracing of The overall structure Is ine resoonsi5ili}y of The buildine designe�.Gor general auidance regarding �, FYIE l�t�� fobrication,qualii��conhol,storoge,dslivery,erectlon and brocing,consult ANSIlTPII 9uality Gritena,DSE-89 and Bv'SI Building Componen! 777?Gre2nbacV,Lane,S.;ne i C9 . Safery Informaiion avaiiabi°'ron��Tru�t plate insiitufe,7S1 N.Lee Stt=�t,Suirz 312,Alexandric,'JA 223 i 4. �� CArus Heiah!s,�A,�SoS U � ' G Southem Pine(SP orSPp)lumber is specified,the design values are tnose etfective 06/OU2012 bp ALSC or proposed by SPIB. i I _ . _ . . — — --- -- ---_ —-- _ ___ _ ___ _ --- — - -- -- _ ____ ___ __ - , -- ,�_ . r�'ss uss T�pa � PI} I/,..�JfJifi,r�.i°L�,�i �;,c � ��i9o939 �C1 �CAL HIP �i1 '� Ro4922899 �i i � I Job Referonce(optionall The 7russ Co.i Tri-�ounty Truss, Sumner WA%Eugene OR/Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 31 17:32:48 2012 Page 1 I D:MjqOrs K!4aSJp rcruyoR07zT81J-kUAyqQgBN G MafCYYwJTc6YG N_�CIOQC3bAuV CxUysS9D -1-0-0, 4-11-11 8-17-12 14-0-7 �7-PO 15-11-9 ti-0-< 29-0-5 34-0-0 �-0-0 4-1}-t1 4-0-i ' S-G-11 ' 2-11-9 ' 2-11-9 ' S-0-11 4-0-� ' 4-11-�1 ' Scak.=t:58.5 5z10 M718H i Sx10 MT18H� 3x4= 2i � i $ 6 � ! I 4X5 i � \ 4�t5� 6.00 l2 I � C 8 I 20 � � 3�ts i � ��I 3�5� � 3 i9 9 � I � ' il ' � , 2 .� � ��., . �� ' � ,� .__._._.__ .. _... .. n -.� .., � I °� � I f��18 � � � t i� � I I I n I 'I �+. � . n ` ._._._ 22 23 24 25 26 14 2) 28 29 30 31 32 33 � c 17 i6 15 13 t2 11 6ztOMT18Hi TN028 TND28 8lCI0MT18H- HU526 HUS26 HUS26 6x10MT18H�� . .. 3a9 ''�,�, 10z10= 12��2= 12x12= tOx10= 3a5 1! THDH2t0 �-------.- ...-... _.._ _. ... . . . ......... HUS26 THD28 THD28 THD28 HU52o HUS26 HUS26 a-11-?1 8-11-12 13-6-12 2G-5-4 25-0-4 25-0-5 34-0-0 .-11-11 4-0-1 ' 4-7-0 ' 6-9G-B ' 4-7-0 ' 4-0-1 4=�1-11 ' Plate Ofisets(X,Y?: [2:0-5-0,0-3-3],[3:0-2-0,0-1-8],[4:0-1-0,0-1-12J,[5:0-4-8.0-2-0],(7:0-4-8,0-2-0],[8:0-1-q0-1-12],[9:0-2-0,0-1-8],[10:0-5-0,0-3-3J,[11:0-6 i2,0-1-8]. [12:0-5-0,0-6-4],[13:0-6-0,0-7-12;,[15:0-6-QO-7-i2j;[16:0-5-0.0-E-4],[17:0-6-12.0-1-8] LOADING (psf) ', I ! SPACING 2-C-12 CSI DEFL in (loc) I/defl Ud PLATES GRIP R of Snow=30 0) Plates Increase 1.15 �j TC 0.81 � Vert(LL) -0.37 13-15 >999 360 � MT20 185/148 TCDL g.0 Lumber increase 1.15 BC 0.89 Vert(TL) -0.60 13-15 >6,5 240 i MT18H 185/148 Rep Stress Incr NO WB 0.98 Horz(TL) 0.12 10 n/a n/a BCDL �.0 x I Code IRC2009/TPI2007 (Matrix) I Weight:721 Ib FT-16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE'Except* TOP CHORD 2-0-0 oc purlins(4-4-14 max.) - 5-7:2x4 HF No.2 (Switched from sheeted:Spacing>2-0-0). 30T CHORD 2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD'Except' JOINTS 1 Brace at Jt(s):5,7 5-15,7-13:2x4 HF No2 REACTIONS (Ib/size) 1 0=1 5040/0-5-8 (min.0-5-6),2=1 1 330/0-5-8 (min.0-4-0) Max Horz 2=1�4(LC 7) Max Uplift 10=3116(LC 8),2=2360(LC 7) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-23860/4878,3-1 9=-238 1 2/4904,19-20=-23770/4910,4-20=-23743,i4920, 4-5=-2 03 1 7/4207,7-2 1=-20264/42 30,8-21=-20409/4220,8-9=-24282l5026, 9-10=-27670/5709,5-6=180�9/3777,6-7=18089/3797 BOT CHORD 2-17=-4414/21408,17-22=-4414/21408,1 6-22=-44 1 4/2 1 408,�6-23=-4346/21260, 23-24=-4346/21260,15-24=4346/21260,15-25=-3595/18078,2 5-2 6=-3595/1 8078, 14-26=-3595l18078,14-27=-3595/18078,13-27=-3535'18078,13-28=-4366/21684, 28-2 9=-4 366/21 684,12-29=-4366/21684,12-30=-5089/24862,303 1=-508 9/2 4862, 1 1-3 1=-5089/24862,1 1-32=-5089/24862,32-33=5089/24802,1 0-33=-508 9/2 4862 W EBS 5-15=-1677/8163,7-13=-�685/82Q5,6-15=-346/166,6-13=244/289,3-17=-493/149, 9-12=-3660l833,8-12=-1025/4922,9-11=-542/2668,4-16=-919/4440,4-15=-3996/925, 8-13=-4461/1028,3-16=-387/78 NOTES (20) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x10-5 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. �;-.R S. �, 2)All loads are considered equally applied to all plies,except if noted as fro�t(F)or back(B)face in the LOAD CASC(S)section.Ply et„� �''�' to ply connections have been provided to distribute oniy loads noted as(F)or(B),unless otherwise indicated. � _ �� 'q �I� y 3)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live laads. � � 7) Provide adequate drainage to prevent water ponding. ri' � � � �`'v 8)All plates are MT20 plates unless otherwise indicated. �t.� �GIST;Er4� �� 9)This truss has bee�designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. f S� ,;,C>> 10) 'This truss has been designed for a live load of 20.Opsf on tne bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 1��'.'�L�'` wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3116 Ib uplift at joint 10 and 2300 Ib Cont1�R1�Ei�3ix�i�2 August 1,2012 �. �S£bi2Rr7Nv�Ve�ify desiga narm>xeters¢nd RF&D NOTgS`ON T737S.$7�3 I�iUDEP Bi77BFi RF�f`ERENC,E P6CrE hII7-7472 Es..FORE USE. ��. � . � Desiqn valid for use only with MiTek connectors.7his design is basetl only upon parameters shown,and is for an individual building compon>nt � �� , Appiicai�ility or design parameters and proper�ncorporation oi component is r..sponsibilih�of building designe:-nor rruss designer.6racing showr i , is for lateral suppo�of individual web members only. Additional temporary bracing to insur=stability during conshucTion is ihe responsibillity of the � p�T � erector. Addinonal permanent bracing of ihe overall structure is the responsibnl'ry of The buildina design�r.For general auidance reaarding I, [Vt�Ie�� i '� fabricotlon,quoiiY��conirol,sTOra?e,dellvery,erection ond brocing:consuli qNSI/TPI7 Quolity Criienq DSB-89 and BC51 3uifdiog Componeni �� 77, Greanback Lane.Suit2�OS � �, Safety Information ovaila�ie from iruss Plate Irsfltute,781 N.Le=Sireei,Suite 312 Alexandrlo.VA 2231 A. p � Citrus Heights,CA,85610 'i �� t(Southem Pine(SP or S?p)lumber is specified,the aesign values are those eflective 06/C V20�2 by ALSC or proposed ny S,16. � „., , -,uss �i�ss–y�� ..tr) I Pb' HCO�Ji,-^, ��r'L"3 19 Ro 96939 � �C1 �CAL HIP �� ! R349228a9 �I � � � iJob Reference(optional) I The Truss CoJ Tri-:ounty Truss, Sumner WA/Eugene OR/Burlington W�, 7.350 s Jul 18 20�2 MiTek Industries,Inc. Tue Jul 31 17:32:48 2012 Page 2 ID:MjqOrsKl4aSJprcruyoR07zT81J-kUAyo�gBNGMaI�YwJTc6YGN_1 CIOQC3bAuVCxUysS9D NOTES (20) 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI�PI 1. 13) "Semi-rigid pitchbreaks with fixed heels”Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4�(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-tOd nails. 15) Use USP THD28(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 8-0-12 from the left end to 16-0-12 to connect truss(es)A1 (1 ply 2x8 DF) to back face of bottom chord. �6) Use Simpson Strong-Tie HUS26{14-10d Girder,4-10d Truss,Sinale Ply Girder)or equivalent spaced at 2-0-0 oc m�.starting at 17-11-4 from the left end to 29-11-4 to connect truss(es)B4(1 ply 2x8 D� to back face of bottom chord. 17) Use USP THDH210(With 16d nails into Girder&16d nails into Truss)or equivalent at 31-11-4 from the left end to connect truss(es)B5(1 piy 2x8 DF) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. 19)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this compone�t. 20)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1) Snow:Lumber Increase=lJ5,Piate Increase=1.15 Uniform Loads(plf) Vert:1-5=-78,7-10=-78,5-7=-78,2-26=-14,14-26=-56,10-14=14 Concentrated Loads(Ib) Vert:14=-1498(B)22=-3404(B)23=-1399(B)24=-1583(B)25=_1622_(B}26=-1625(B)27=-1498(B)28=-1498(B)29=-1h98(B)30=-1395(B)31—1447(B) 32=1395(B)33=-3219(B) _ _ �WSRMNG-Verify desion par-airzeters¢rzd KE9B NOTES GN??7.BND INCLUDnD M£Tx'_.fi Rct�F.t2:NCE P.AGE hT�7�7�FT•t SFi�ORE USE. �I �� Ueaon volid for use only with Niiek connectors Thls desian is based only upon parameter�shown,and is for on indNiduol builoing component ��, �� H,plicability of aesian parometers and p-oper incoraoration of componeni is responsibility of buildina aesigner-no`truss designer.Brocmg shown is tor Icteral s�pport of individual web membe:s only. Additional temporory bracinc to insure stabili,y duri�o consiruction is fie responsibillify o!the . �q T � • erector. Additlona!permanent bracin�of ihe overall structure is}he resoonsibilin�of th�building desiq�er.ror general guidance repartling � lYl�I�k � robricotion:qualit��control,storoge,oaliverp,zracfion and brocing,consul'ANSI/TPI7 9uafity Criteria,DSB-89 ond B�SI Building Component �� ?T''Gie2nbac4:Lans,Suite 109 � : Safery Information avoilable�rom Truss Plate InsiiTUte,78'N.Lee Streei,SuiTe 31�,Nexandric,VA 22314 '� Ci[rus rieigh:s:CA,950"10 �i '� N Soutbem Pine!SP or SPp1 lumber is specified,the design values are those effective 06/ot/2012 by ALSC or proposed by SpIB. '�. - _ _ -- -— - ----_- -- ___ __ -- - - --__ _ ---- - - �,;. . -r..,_ ��russ—y;�e �ty ��i> -f,�,OIViA, �OP��iol;9 Ro n34922900 I I9"o939 � C2 CAL HIP 1 1 I ' �Job Reference(optionaq II The Truss CoJ Tri-County?russ, Sumner WA i Eugene OR/3urlinaior�WA i.35C s Jul 18 2012 MiTek Industries,Inc. Tue Jui 3 i ??:32:50 2012 Page 1 I D:MjqOrsKl4aSJ prcruyoR 07zT81J-gsl i F 6 hOvtcf aFiJ QteaehSl<?QBuByueC_IOMysS9B -,-o-o s-i�-ia �i-ic-is i�-ao 22-5-i 2s-o-z �-o-o �as-o-o ��-o-o� 5-n-�a s-iri e-�-� ' s-�-i s-ii-i � 5-ii-,a i-o-o' SCalO='.:59.5 4%8= 2%4 �� 4�_ i 4 19 5 20 � � f 6.00 12 � I I 3�t4 i � I ��I 3X4� 3 � 7 17 II � I I, �� I 'I' 18 16 � III��I . e � �� — 9 I�� ii d d ... .._ __.... .. _ .. � o 5�_ 15 14 13 �2 11 10 5�_ 2z4 I I 3X4= 3ffi-3�' 3x4= 2x4 I I 54 1-14 11-5-4 17-0 0 22-6-�2 28-0-2 34-0-0 5-t1-14 ' 6-5-6 ' 5-6-12 5-6-12 5-5-6 "o-'t-14 ' Plate Offsets(X.Y): [2:0-1-11 Edge� �4:0-4-OA-1-4�,(6:0-4-QO-1-4�,[8:0-1-11.Edpe� SPACING 2-0-12 CSI DEFL in Qoc) Vdefl L/d � PLATES GRIP LOADING (psf) ,I TCLL 30.0 p�ates Increase 1.15 TC 0.92 '� Vert(LL) -0.24 13 >999 360 l MT20 185/148 (Rooi Snow=30.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.38 13-14 >999 240 � TCDL 8� Rep Stress Incr NO WB 0.70 Horz(TL) 0.17 8 n/a n!a ' BCLL 0.0 ' Code IRC2009,�TPI2007 I (Matrix) , �I Weight:143 Ib FT-16�0 BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.1&Btr*Except' TOP CHORD 2-0-0 oc purlins(2-6-5 max.; 4-6:2x4 HF No.2 (Switched from sheeted:Spacing>2-0-0). BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD*Except' JOWTS 1 Brace at Jt(s):4,6 4-13,6-13:2x4 HF No.2 REACTIONS (Iblsize) 2=1653l0-5-8 (min.0-3-7),8=1653/0-5-8 (min.0-3-7) Max Horz 2=82(LC 7) Max Uplift 2=-296(LC 7),8=-296(LC 8) Max Grav 2=2096(LC 17),8=2096(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-3543/413,16-17=-3385/427,3-17=-3190/429,3-4=-2650/366,6-7=-2650/366, 7-18=3385/430,8-18=-3543l413,4-19=-2538/358,5-19=-2538/358,5-20=-2538'358, 6-20=-2538/358 BOT CHORD 2-15=-370/2995,14-15=-370/2995,13-14=-202/2208,12-13=149/2208, 11-12=-149/2208,10-11=289/2995,8-10=-289/2995 WEBS 4-14=-45/504,6-11=-46/504,4-13=-125/599,5-13=-803/173,6-13=-125l599, 3-14=-875/190,7-11=-875/191 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=3Q.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed tor greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N,�,�S- TJ�. 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 o.t- will fit between the bottom chord and any other members. �' �' fl.�.'`� 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 Ib uplift at joint 2 and 296 Ib uplift �, �; atjoint 8. "�r C 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 11) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. i � ` 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defl2ction. The building designer shall tl'' � � 9 � �� verify that this parameter fits with the intended use of this component. �,�, <��.r.��E- �4' 13j All dimensions given in ieet-inches-sixteenths(FFIISS)format. f S,Sf��q�t,�C.l LOAD CASE(S) S2andard August 1,2012 ��i �WBRi�QNG�Verify desigrz narmne:z�s and RE6D NOT�S QNTHIS6N➢INCi.UDfif�IrLtTE�REficTtEN.;E P6GEhII7 7473 Ez'=0n^a IISE. � �� i i D=sqn valid ior use only with Mi i�k connectors This design is based only upon paramel2rs shown:end is for an individual buildino componen!. � � '� /.palicability of desigr perameters and proper incaporaiion of component is responsioiliry of building aes;gne:-not truss designe�.Bra ing snown � �, ��, i.s for iateral suppor'of indlvidual web members only.AddiYional iemporary bracing to Insure s�ability dunng construcfion is the respons�billity o`tne I �p `� ��, erector. .Addltional permanent brocing of tne overal!sirucfure Is the responsibilit��of ihe building designer.For genaral guioance reaarding I. tY1��R� ' '�, fobrication:Gualih�control,storog�,aeliver��.er=ction an�brocing:consu�t ANSI/TPII auaiity Cnteoq DSB-89 and BCSI Building Comoonant ' �Greenback Lan2,Suite i 09 I '�, SafeTy fnfortnafion available from Truss Plate Institute,781 N.Lee Street,Suite 3;2,Aiexandria,VA 22314. Citrus Heiahts,CA,950"10 � '' C Southem Fine(SP or SPpj lumber is specified,the desion values are tnose eftective Oo"/OV2ot2 by ALSC or prooesed by SPI6. � ---- -- __ _ __. _ __ __- _ _ - _---__ - - -----_ --- --- - -- --- - �.;, Tr�ss TrussT)p= ..�,Y i9� i:','�OIViA P�O-L�'�1"i9 Ro ' . R34922901 ' �i 96939 ��C3 �CAL HIP ';y � 1 � '� � . Job Reference(optional) � The Truss Cc.!Tri-County Truss, Sumner WA i Eugene OR/Buriington W.A 7.350 s Jul 18 2012 Wii�ek Industries,Inc. Tue Jul 31 17:32:52 20t2 Page 1 I D:MjqOrs KI4aSJ prcruyoR07zT81J-cFQSfnjf�UsOpZshl'I g2j6XfQp9AM7wB5 W T P4=ysS99 ,-o-o a->>-�a I �.io-is n-c-o za-,-� zs-o-z , �-o-o ss-�-o �7-0-0' 41i-t4 4-t1-1 ' 7-7-1 ' 7-1-t ' 4-t1-1 4-11-/4� ��7 0 0� Scale=t:59.? 4x9= Dc4 II a�_ ^ n 5 ie I, I s.00�,i z � I 2x4 J '' I ! 2x4 G c 53 i � I ' le io I �I� I II t4 I 8 16 I�, ° ;e 5�= . 13 12 �� 10 $�_ o 3x4= 4%B=3� 3x4= -5-4 17-0-G 24-6-1'[ 34-0-0 ' �-5-4 � 7-6-12 ' 7-6-12 ' 9-5-4 � °lat�Offsets(X,Y!: (2:0�-2-4.0-0-2� [4:0-4-4,0-i-4�,�6:0-4-4.0-1-4�,[8�0-2-4,0-0-2� LOADING (psf) SPACING 2-0-0 � CSI I DEFL in (loc) Vdefl Ud ' PLATES GRIP TCLL 30.0 Plates Increase 1.15 I TC OBS ' Vert(LL) -0.28 12 >999 360 I MT20 185/148 TRoof Snow=30.0! II � CDL g,p Lumber fncrease 1.15 BC D74 � Vert(TL) -0.43 10-12 >934 240 BCLL p.p * Rep Stress Incr YES II WB 0.54 i Ho2(TL) 0.16 8 n/a n!a I BCDL 7.p Code IRC2009iTP12007 (Matrix) i i Weight:1361b FT=16i LUMBER BRACING TOP CHORD 2x4 HF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc puriins, 4-0:2x4 DF 2400F 2.OE except BOT CHORD 2x4 HF No.2 - 2-0-0 oc puriins(2-11-1 max.):4-6. WEBS 2x4 HF/SPF Stud/STD`Except` BOT CHORD Rigid ceiling directly applied or 9-4-8 oc bracing. 4-12,6 12:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with i Stabilizer Installation puide. � REACTIONS (Ib/size) 2=1603/0 5-8 (min.0-3-1),8=1603/0-5-8 (min.0-3-1) M�Horz 2=68(LC 7) Max Uolift 2=-273(LC 7),8=-273(LC 8) Max Grav 2=1846(LC 17),8=1846(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-3057/399,3-15=-2851/418,3-4=-2860/348,6-7=-2860/348,7-8=-3057l418, 4-17=-3475/441,5-17_3475/441,5-18—3475/441,6-18=-3475/441 BOT CHORD 2-13=-356l2593,12-13=-27212563,11-12=-220/2563,10-11=-220/2563, 8-10=-288/2593 W EBS 4-13=-5/403,6-10=5l403,4-12=-201/1087,5-12=-1090,'235,6-12=-201/1087, 3-13=574/168,7-10=-574/169 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and riqht exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pt=30.0 psf(flat roof snow);Category II;Exp C;Partiaily Exp.;Ct=1.1,Lu=50-0-D 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live laad of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `N1�R �Gf. 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 �F � will fit between the botiom chord and any other members. � 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 Ib upiift at joini 2 and 273 Ib uplift ;� �_ atjoint 8. � 9)This truss is designed in accordance with the 2009 International 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. i 1) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,tastened to truss TC w/2-10d nails. � '� � 12) This truss is designed for a creep factor of 1.25,which is used to caiculate the total load deflection. The building designer shall `�, rL�IST�,C1t? ;�`' verify that this parameter fits with the intended use of this component. j�, �. 13)All dimension�aiven in feet-inches-sixteenths(FFIISS}formai. 'SS/��,�.A�1'��' LOAD CASE(S) Standard August 1,2012 � : �W3PcNING-Verifu desi_qn parameters a.xd R�'.AD NOTgS ON THIS.&1�INCiIPJED h772�Fi Rci EF..cNCE PSGE Dff1-7473&s:FDRE USE. �'�,, �� .. �sign vclid tor use onlv wifi MiTek connectors.lhis design is based only upon paramete�s shown,a�d is ior an i-i�ividual building component �� Applica'.�iii��of aes�gn parameters and proper incorporation o`componeni is responsioil�ry of ouildino designer no'rruss designe:.Bracing snowr� �, is ior latero:supporf of mdividual weC members oNy. Additiona!temporary bracing to insure stabilin-during constructior is ihe responsbdliry o?the '�, �/� i, . �, erecTO;. 4dditional permaneni bracing of The overall structure s ihe respons�biiil�of tne building desiener.For oeneral guidonce regarding ��, TYl��eR� �� I faoricoiion.quolity control,si�rope,delivery,arection and orocing.conwli qNSI/TPII�uaiiTy Cnteria,DSB-84 and BCS:Building Componeni '�. 7;77�;eenback Lane,Scite 109 ��', ��,, Satety Informaiion�avoiloble frorn iruss Ploie InstituTe,78;N.Lee Street,Suita 312,Alexandrio,VA 22314. �, Cdrus Heignts,CA.95610 � � h Southem Plne(S� or SPp)lumber is saecified,the design values are tnose efSective 06/Ot/20'1^by A_SC or proposed by SPIB. � r�ss _. -- ---- ese � ,a — -__ _ _ _----- _ __ r - - --- - __ _ _ _ __ - ___ _ ---- o:� �� Tk;O(J�A��PL=��° "y Ro � � R349229G2 i ;95939 C4 CAL HIP I'y 1 I j_ ' � I Job Reference(optionall � The Truss Go./Tri-County Truss, SumnerWl�i Eugene OR/Burlinaton WA 7.350 s Jul 18 2012 Mi i ek Industries,Inc. Tue Jul 31 17:32:�3 2012 Page 1 I D:MjqOrsKl4aSJ prcruyoR07zT81J-5Rzrt7j H Bo_tRi R u60B H F K4s8DR!Sdo KKADydnysS98 ,-1-0-0, 3-11-�a 7-�415 t3-9-i2 20-2-4 26-1-i 30-�-2 34-0-G 35-<H1 '1-0-0' 3-it-?4 ' .s-�?-1 ' S-�U-13 6-48 �� 5-1G-13 ' 3-1t-1 ` 3-17-14 '1-G-0' Scaie=1:59.9 5�B= 2x4 II 3x4= Sxe= r 4 17 `' 6 t8 � 600 12 2%4� 2%4 i 3 I l � B �� 16 e � I I 9 � . I 2 . 10��',: � o o i 15 14 �3 �? " I '." _ 5 5- ..4x10 MT18H.=.__..... ... . SIC�_ 3X4= 4%6= q15- 3x4= 7-5-4 13-9-12 20-2-4 26-o-t? 34-0-0 7-5-4 6-4-8 ' E-n-8 - . 6 5 6 I 7 5 S . Plate Offsets(X,Y): f2:0-2-8.0-0-2�.f4:0-4-0,0-1-15�,�7:o-a-o,o-1-151,f9:o-�-8.0-0 2�,�i2:G-2-o,0-1-12�,li4:0-3-u.0-1-12� LOAQING (psf) SPACING 2-0-0 I CSI I DEFL in (loc) I/defl Ud ' PLATES GRIP (Roi Snow=30 0) Plates lncrease 1.15 I TC GJ2 Vert(LL) -0.43 12-i4 >936 360 �T20 �85/148 TCDL g.p II Lumber Increase 1.15 BC 0.98 , Vert(TL) 0.63 12-14 >635 240 � M�18H 185/148 BCLL 0.0 ' i Rep Stress Incr YES WB 0.38 Horz(TL) �,20 9 n/a n'a , BCDL 70 Code IRC2009/TPI20D7 (Matrix) �� i Weight:1381b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, 4-7:2x4 DF 2400F 2.OE except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(2-11-6 max.):4-7. WEBS 2x4 HF/SPF Stud/STD'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4-14,6-14,7-12:2x4 HF No.2 I MiTek recommends that Stabilizers and required cross i, bracing be installed during truss erection,in accordance with � Stabilizer Installation guide. REACTIONS (Iblsize) 2=1603/0-5-8 (min.0-2-13),9=1603/0-5-8 (min.0-2-13) Max Horz 2=57(LC 7) Max Uplift 2=-257(LC 7),9=-257(LC 8) Max Grav 2=1714(LC 16),9=1714(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-3292/414,3-16=-3249/429,3-4=-3339/429,7-8=-3339%429,8-9=-3292/429, 4-17=-4555/601,5-17=-4555/601,5-6=-4555l601,6-18=-4552/601,7-18=-4552/601 BOT CHORD 2-15=-376/2870,14-15=-355/3028,13-14=-527/4552,12-13=-527/4552, 11-12=-315/3028,9-11=336/2870 WEBS 4-15=0/274,7-11=0/275,4-14=-276/1790,5-14=848/184,6-12=-846/196, 7-12=-276/1786,3-15=-362/181,8-11=-362/182 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct-1.1,Lu=50-0-0 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 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6)AI:plates are MT20 plates unless othernrise indicated. �,hk•�`S- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i*�' CI� 8)*This truss has been designed for a live laad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � 11' l• will fit between the bottom chord and any other members. ��' �� 'i� 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 257 Ib uplift at joint 2 and 257 Ib uplift � atjoint 9. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � 111 "Semi-rigid pitchbreaks with fixed heels"M2mber end fixit��model was used in the analysis and design of this truss. �' j � 12) Design assumes 4r,2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails ��j, �i'�C,,1 ST�r��, �~ 13�This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall f� •�. verify that this parameter fits with the intended us2 of this component. �S/(j�,A�1'�� ?4)All dimensions give�in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard August 1,2012 ; �W9F,tv7NG�Verifia design par•a�ne'sers arzd RE&D NOTES'OIY THI.dND INCLUDED h7IT'EFi REFER;':NC£P9GE hI7?�7473 S£FOn^£iiSE. ' � I ��. Design valid for use only with Miiek connectors.Tnis design is basetl oNy upor parameters shown,anC is for an individual builaing compo�eni. . `� � i fv�piicability of design parameters and proper incorooration of componenr is responsibiliry ot buiidmg d�signe�-�ot truss designer.Bracina snown '�, � �� 'u ror latera!support ot individual web members only. Additional temporary bracing to insure stability during consiruction is the responsibiility of ihe I p/{T I erector. Addltional permanent bracing of the overall structure is the respensibilify o"r ihe building desiQner.For general guidance regarding , fV I�F"V�k� ' "tabri�eti�r�,q�alii.co�trol.siora�e,delivery erectior and bracing cors�lt ANSI/TPII 9ualiry Gnteria,DSB-89 and 6CSI Builoing Componenf '�� i�Gre2nback Lane,Suire 709 � . c..�...., i,,.... ,... �i�,.,,...T..�,.o.... ..a,.,,«�. �c n �.-„-.c,.,,,.� c. .�.�,, n.............. �n nn.,,, �, _ _- ___-- _ __ _ _ _ - - _-- ---___-- - _ -- -------- - --- _ - - --- -- - ._ . ,..�� r�ss ,ps �;� PIY � I Ai.OMA P��J?LE 3� �rio I96939 �C5 iCAL HIP !1 � � R3492�9U3 ; � � I 'Job Reference joptional? J I The Truss Co.i Tri-County Truss, Sumner WA/Eugen2 OR%Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue.iul 31 17:32_55 2012 ?aqe' !D:MjqOrsKl4aSJproruyoR07zT81J-1 qSblplXjPEagOau^DREILl98k0-7ZU3dnU3havsS96 ,i-ac, s-�o-is io-o-,2 ,a-a-s ro-a-�� z+-n-a 2e-i-, aa-o-o as-ao 1-0-G' S-�0-75 ' 4-1-13 ' 4-7-8 q-7-8 ' 4-7-8 4-1-�5 ' S-t0-15 '7-0-0' Scale=t:59.9 5�B= 3 5= 3�= 2x4 I I 3x4= 3z5= 5�_ 6.00 72 3 P0 4 5 6 7 8 21 19 i I I� i I �'{ p � 10 Im �°l�� I 0 ; ��"o I 4�� 18 17 22 1E 15 14 23 13 12 4x7= 2a'4 i�'i 4X6= 'szR= Sx8MT18H=3�'= THD26 4a6= 2x4 II TH02E 5-5-4 70-0-12 � 14-8-c 19-3-12 23-?1-4 28-F-12 34-0-G ' S-5-4 ' 4-7-P 5-7-£ � 47-R � 4-7-8 ' -7-8 � S-Ya Plate Offsets!X,Y?: f2:0-3-9 A-2-0�,�3:0-4-8,0-2-01•f8:0-1-1 20 1-8�.f9:0-4-8.0-2-0j,�13:0-2-0.0-1-12�,(14:0-1-12 0-1-8L f16:0-2-12 0-1-8�.[17:o-2-O.C-?-12�, �OADING lPs3,,.0 � SPACING 2-0-0 CSI �i DEFL in (loc) Udefl Ud � PLATES � GRIP n (Roof Snow=30.Oj Plates Increase 1.15 TC C.97 Vert(LL) -0.58 14-16 >E96 360 , MT20 185�1�8 �CDL g.p Lumber Increase 1.15 , BC 0.82 Vert(TL) -0.97 14-16 >415 240 il MT18H 185;148 Rep Stress Incr NO WB 0.52 Ho2(TL) 0.15 10 n/a n/a BCLL 0.0 ' 'i � I i BCDL 7.0 i Code IRC2009/TPI2007 I {Matrix) Weight:3041b FT=16°0 LUMBER BRACING TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, 5-9:2x4 HF No.1&Btr except BOT CHORD 2x6 HF 1650F 1.SE 2-0-0 oc puriins(2-4-11 max.):3-9. WEBS 2x4 HF/SPF Stud/STD"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-17,4-16,7-16,8-14,9-13:2x4 HF No.2 REACTIONS (Ib/size) 2=3421/0-5-8 (min.G-2-13),10=3346/0-5-8 (min.0-2-12) Max Horz 2=-47(LC 8) M�Uplift 2=-548(LC 6),10=-540(LC 5) � FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-7136/1191,3-19=-7040/1206,9-10=-6956/1186,3-20=-10559/1859, 4-20=-10559/1859,4-5=-1 2 1 76/2 0 83,5-6=-1 21 76/2083,6-7=-1 2 1 76/2083, 7-8=-1 2460/21 6 1,8-21=-10320/1842,9-2 1=-1 032 0/1 842 BOT CHORD 2-1 8=-1 06110339,17-18=-1066/6338,1 7-22=-1 81 6/1 0559,1 6-22=-1 81 6/1 0559, 1 5-1 6=-21 05/1 2460,14-15=2105l1246Q 1 4-23=-1 772/1 0 320,13-23=-1772/10320, 12-13=-1023l6178,10-12=-1016l6176 WEBS 3-17=-915/4940,4-17=-1712/343,4-16=-282/1866,6-16=740/192,7-16=-328{103, 7-14=-658/155,8-�4=-391/2466,8-13=-1894/397,9-13=-915/4848 NOTES (19) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to pty 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=25tt;Cat.II;Exp C;enclosed;MWFRS(low-rise)ga61e end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 C - T/ 4)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Fartially Exp.;Ct=1.1,Lu=50-0-0 �,v� �G' � 5) Unbatanced snow loads have been considered for this design. ` �'��F� L� 6)This truss has been designeo for greater of min roof live load of 20.0 psf or�.00 times flat roo'load of 30.0 psf on overhangs �t�, non-concurrent with other live loads. 1� ,'�: 7) Provide adequate drainage to prevent water ponding. �=' - 8)AI;plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20,Opsf on the bottom chord in al!areas where a rectangle 3-6-0 tall by 2-G-0 i\ '� � wide will fit between the bottom chord and any other members. �tr. /�: '96 `� ti;, 11) Provide mechanical connection(by others)of truss io baaring plate capable of withsta�ding 548 Ib uplift at joint 2 and 540 Ib `�{' ��%IjTC-.�� uplift at joint 10. �.�5 ��z�� 12) This truss is designed in accordance with the 2009 Inlernatioral Residential Code s2ctions R502.11.1 and R802.10.2 and ��.`�L 1'` reterenced standard ANSI!TPI 1. 13) Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17 has/have been modified.Building designer must review loads ContlRJ�fi�t��y are correct for the intended use of this truss. AUgUSt 1,2012 �'�. �6i'fiPcHING-Yeri fy desian p�c mne£ers and RF,.AT NOTr)S OX TH7.6M�INC'L UDi D hII�K REFERENC£?6vE h'III[�173 E:e ORE:75E. �� . Des��n vaua fo�u:z only with MiTek connecio•s.ih.s design is based onty upon perameTers shown,and Is for an 7ndNiaual building compo�en?. �'i � I . Aopiicabilih�or desigr param=ters and proper incorporation of component is r=sponsibilih-of building aesigner not truss designe� Brocina sh�wn �. '� is for lateroi suppor?of individuol web members oNy. Additioncl tamporary bracing to insure stobility during consiructlon is the respons�billity o�the p/{T f' ' '�. ersctor. Addi?ional permonent bracina d the overall stracture i:ihe responsibility o`the building designer.for general guid�noe regarding , tYl�1�'I� "rabri�ation,auoiity conhol,sterooe,aelive;y.ereofon and orocing,consul`A�SI/1PIl 9ual�t��Cnteric,DSB-89 and BCSI Building Componant �'� 7i;i Greenback Lane.Suit-1C� �� Safery Informafion ovai�obie from iruss Plota Institu�e,78 i N.Lee Shee;.Suite 312,Alexandric,VH 22314. � Citrus Hei hts,CA,956�0 � � t�Southem?ine(SP or SPp!lum6er is sue�i'risd,the desigr values are those efiective 06/01/2012 by ALSC or oroposed by SPIB. '� 9 _ -- -_ _ - - _._ __ __ _ ---- -- -- - ---- _ ___---- __ _ _-- ---- ,. , -,..._ ....z ,�;�s �r�� a�v � i;,:;OidiA , ��,-'��., ��c I � - �� R34922903 I� 96939 ��C5 CALHIP 1 ' � ' � � IJob Reference(optional) � The Truss Co,/Tri�oun�Truss, Sumner WA i Eugzne OR/Burlington W k 7.350 s Jui�8 20�2 MiTek I�dustries,inc. Tue Jul 3i 17:32:55 2012 Page 2 I D:Mj qGrsKl4aSJ prcruyo R07zT81J-1 q5b IpIY.j PEagOaG D R E I LI98k07?ZU3dn U i 3haysS96 NOTES (19) �4) "Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design oi this truss. 15) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 16) Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 10-7-�2 oc max.starting at 10-9-12 from the left end to 21-5-8 to connect truss(es)E1 (1 ply 2x6 HF) to front face of bottom chord. 1� Fill all nail holes where hanger is in contact with lumber. 18)This truss is designed for a creep factor of 1.25,which is used te calculate ihe total load deflection. The building designer shall verify that this parameter fits with th2 intended use of this component. 19) All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard i)Snow:Lumber I�crease=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-76,9-11=76,3-9=-143(F=-67),2-22=-14,22-23=-26(F=-12),10-23=-14 Concentrated Loads(Ib) Vert:22=907(F)23=-1003(F) 2)Unbal.Snow-Left:Lumber Increase=1.15,Plate Incrsase=1.15 Uniform Loads(plf) Vert:1-18=-76,3-19=-88,9-11=-34,3-9=-112(F=36),2-22=-14,22-23=25(F=-12),10-23=-14 Concentrated Loads(Ib) Vert:22=-484(F)23=-535(F) 3) Unbal.Snow-Right:Lumber Increase=1.+5,°Iatelncrease=1.15 Uniform Loads(plf) Vzrt:1-3=34,9-11=-76,3-20=120(F=-32),9-20=108(F=32);2-22=14,22-23=26(F=-12),1G23=-14 Concentrated Loads(Ib) Vert:22=426(F)23=-471(r) 4) 15C BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pl� Vert:1-3=-16,9-11=16,3-9=53(F=-37),2-22=-34,22-23=-46(F=-12),10-23--34 Concentrated Loads(Ib) Vert:22=-504(F)23=-557(F) 5) MWrRS Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=16,2-3=1,9-10=13,10-11=8,3-9=42(F=14),2-22=-8,22-23=-21(F=-12),10-23=-8 Horz:1-2=26,2-3=-11,9-10=23,10-11=17 Concentrated Loads(Ib) Vert:22=193(F)23=213(F) - - 6)MWFRS Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=8,2-3=13,9-10=1,10-11=16,3-9=42(F=14),2-22=-8,22-23=-21(F=-12),10-23=8 Horz:1-2=-17,2-3=23,9-10=11,10-11=26 Concentrated Loads(Ib) Vert:22=193(F)23=213(F) 7) MWFRS 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=42,2-3=28,9-10=16,10-11=11,3-9=31(F=14),2-22=-8,22-23=-21(F=-12),10-23=-8 Horz:1-2=52,2-3=-37,9-10=26,10-11=21 Concentrated Loads(ib) Vert:22=193(F)23=213(F) 8)MWFRS 2nd Wind ParalleC Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pif) Vert:1-2=11,2-3=16,9-10=28,10-11=42,3-9=31(F=14),2-22=-8,22-23=-21(F=-12),10-23=-8 Horz:1-2=-21,2-3=-26,9-10=37,10-11=52 Concentrated Loads(ib) Vert:22=193(F)23=213(F) 9)MWFRS 3rd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=26,2-3=12,9-10=7,10-11=1,3-9=9(F=2),2-22=-8,22-23=21(F=12),10-23=-8 Horz:1-2=-36,2-3=21,9-10=16,10-11=11 Concentrated Loads Qb) Vert:22=31(F)23=35(F) 10) MWFRS 4th Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(p�f) Vert:?-2=1,2-3=7,9-iQ=12,10-11=26,3-9=9(F=2),2-22=-8,22-23=-21(F=-12),10-23_-8 Horz:1-2=-11,2-3=-16,9-10=21,10-11=36 Concentrated Loads(Ib) ve�t:22_ai�F�2s=sS�F� 11) IBC Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-76,2-3=-16,9-10=-16,10-11=76,3-9-38(F=-22),2-22=-14,22-23=-26(F=-12), 10-23-14 Concentrated Loads Qb) Vert:22=-302(F)23=-334(�) 12)3rd Unbal.Snow-Left:Lumber Increase=1.15,Plate increase=1.15 Uniform Loads(plf) Vert:1-3=34;9-11=34,3-21=-112(F=-36),9-21=124(F=-36),2-22=-14,22-23=-2o(F=12).10-23=-14 Continued on paae 3 ',. �WLRh7�-ti erify desiaa parmrzeters and RE9I1 NOTES ON=tIIS AI�ID I�LTJD%D hffTF�7i R�F.RENC£P9GE hYfi�74 73 BEF6n^E USE. � �' i Design valid for use only with Miiek connectors.This desipr�is bcsed onry u�on oarameTe�s showr.and is for a�individual building componen'. � � - Hoplicabmh�of d=sign parameters and pro,.�.,r incorperai�ion of componen'is resaonsiotlrty o`buildi�o desicnar-not huss desian=�.Bracing shown ' I , ls for late�al support of Individual web members only. Hdditional temporary bracing to insure sTability during construction is the respons�billiTy of tne �A I ' erecior. Aadiiionai permonent oracina of the overall struciure is th2 res�onsibility of the DuildinQ 6esiqne;.For general quidance regarding ��. lYlE�ek� � "roorication,qualiTy conirol,storaas,delivery,ereclion ond brocinc�,cons�lt ANSI/TPII F�uality Cnferia,D58-89 and BCSI Building Cumponent � i;i;Greenaack Lane_Suile 1C9 , Salety fnfoRnation ovailableProm Truss Plate Ir.stiTute,781 N.Lee Sireet,Suite 312,Alexandnc,VA 22374. CHrus Hei hts,CA,95610 fl Southem Pine(SP or SPpI lumber is specified,the d=sign values are tbose effective 06/01;2072 by A�SC or proposed by SPIE. 9 ---- -- -- - --- — --- _ _ _ _ , --,-- --- ----- --- --- I -' --_ II ------ -- �ACOW�F °�GP�E 1 19 RB i.o� r�,. ru�s'Ypc `�.> �y � R34822903 96939 C5 CAL HIP 1 �, I'i � , i IJob Reierence(optionap The Truss�o.i Tri-County 7russ, Sumner WAi Euaene OR i Burfington WA 7.350 s,iul 18 2012 IJ�iTek Industries,Inc. Tue Jul 31 17:32:�5 2012 Page 3 ID:MjqOrsKl4aSJprcruyoR07zT8iJ-�qSblplXjPEagUaGDREILl98k07?ZU3dnUi3haysS96 LOAD CASE(S) Standard Concentrated Loads Qb) Vert:22=-484(F)23=-535(F) �3)4th Unbal.Snow-Lert:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-114,9-11=-34,3-9=-85(F=-51),2-22=-14,22-23=-26(F=-12),10-23=-14 Concentrated Loads(Ib) Vert:22=-688(F)23=-761(F) 14) 5th Unba�.Snow-Right:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-34,9-11=-34,3-20=-124(F=-36),5-20=-112(F=36),2-22=14,22-23=26(F=12),10-23=-14 Concentrated Loads(Ib) Vert:22=-484(F)23=-535(F) 15)6th Unbal.Snow-Rlght Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) � Vert'1-3=-34,9-1 i=-114,3-9=-85(F=-51},2-22=-14,22-23=-26(F=-12),10-23=-14 Concentrated Loads(Ib) Vert:22=688(F)23=-761(�) 16j 7th UnbaLSnow-Parallel:Lumber Increase=1.15,Plate I�crease=1.15 Uniform Loads(plf Vert:1-3=-34,9-11=-34;3-9=-163(F=-36),2-22=-14.22-23=-26(F=-12),10-23=-14 Concentrated Loads(Ib) vert:zz_-asa�F�za=-�ss�F� 17)8th Unbal.Snow-ParalleC Lumber increase=1.15,Piate Increase=t.15 Uniform Loads(plf) Vert:i-3=-127,9-11=-127,3-9=-95(F=-61),2-22=14,22-23=26(F=-12),10-23=-14 Concentrated Loads(Ib) � -- � � Vert:22=S19(F)23=-906(F) : �ti'6RHING�ti e::�u desxgn�armneters and.REA➢NOZ'�y ON TH7S AiYD INCiUDc17 A1TT"r.K7'iEFEKENCE P9GE h7d1�7473 B:FURE C75E. I � D2sgn valid for use only wdn MiTek connectors.i`iis design is basec only upon paramelers shown,and is for an indivi�ual building component. �I� ��. ' P.�plicability of design paraneters and pro,.�er incorporation of componsni is responsibility of builamg designer-not russ desioner.Bra ing shown . is"ror lateral support oi indiwdual web members only. Additional iemoorary bracin^to insure slabili'ry d�rmo consiruciion is the responsib„lity o"r the ' R a�Te�� ' erector, Additiond�permanent br�cing of the overall structure is the responsbilit��of the building tlesigne�.For peneral guidance regardino '�, f1r� f i . fobrico'rion,quality coniro!,siorpge,delivery,erectlen ond bracing,consul`ANSI/TPII 9uaiity Criteria,DSB-89 and BCSI Building Component '. ;;i7�reenbacY,Lane,Sufle 109 � � SateYy information availabie from irus=Plate Insniut2,781 K Lee Street Suire 312 Alexandria VA 22314. Carus Heighis,CH.95ot 0 i _ _ Y Southem Pine(SP or SPo)lumber is specified,the desion values are those effective 06/Otl20'I2 by ALSC or proposed by SPIB. �. " __ _-------------- __ V = ----. -- -- ----------- -__ ___ _�>c • Tr.:�s � � ru�s:ypa �� iy =p� TACOI�iA�c��LE�o?19 rZ6 � � I '� I R34922904 ', �96939 D1 ROOF TRUSS �3 1 i I � ' �iJob Reference(optionaq � The Truss Cc.i 7ri-County Truss, Sumner WA;Eugene OR i Burlington WA 7.350 s Jul�S 2012 MiTek Industries,Inc. 7ue Jul 31 17:32:56 20'12 Page 1 i D:Mj q0 rsK14aS,i prcruyoR07zT8 iJ-VOfzV9m9Uj M RIA9Sn81_tyi N RQex12Xm08 RdD0ysS95 -�-0-0 5-4-12 10-P-8 � 1-0-0 �' S-4-12 � 5-a-12--- ' 4x4= Scale=122.8 3 � 6.00It2 6 � I a� I il i ... �,� I � 4 ..... L__. 2 iP �'�.� :� I io I . - _ � 5 2x4 I, . � �3X5- 3z5= 5-4-12 10-9-8 ' 5-4-12 ' S-4-12 � LOADING (psf) SPACING 2-0-0 ; CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 j 7C 0.'2 Vert(LLj 0.03 4-5 >999 300 MT20 185.'148 Roof Snow=30.0 � � ! TCDL g p Lumber Increase 1.15 ; BC 0.24 j Vert TL 0.05 45 >999 240 ', BCLL 0.0 ' �ep Stress Incr YES �I WB 0.12 , Horz(TL) 0.01 4 n/a n/a 3CDL 7.0 I Code IRC2009/TPI2007 �, (Matrix) j W eiqht:31 Ib FT=16°b LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD � MiTek recommends that Stabilizers and required cross -- _ _-- bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=467lMechanical,2=571/0-5-5 (min.0-1-8) Max Horz 2=55{LC 7) Max Uplift 4=-81(LC 8),2=-137(LC 7) FORCES (Ib)-MaY.Comp./M�.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-614/73,3-6=-496/82,3-7=-501l14,4-7=588/65 BOT CHORD 2-5=-22/457,4 5=-22/457 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 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 wiil fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 4 and 137 Ib uplift atjoint 2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall nhtR S. �,C verify that this parameter fits with the intended use of this component. -,Al" _ ;.� �:�,. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. � - � ;�� LOAD CASE(S) Standard �' ' � r h' .�,. 3 b � �J/,, 'L�;[STiF��, �;v �'. ,1 _,S��'AL`.`�. August 1,2012 � �WgRNIXG�Verify design yarrnnetcrs mid REfiD NC�i'�`:UN TN.I�9M1 INCi,U�.:A MITEF;TccFERENCE F9GE hII7-747'3 3E�ORE iTSE. �li "�., I �� Design valid for use only with MiTek connectors.This design is baseC only upon parameters snown,and is fa an indNidual�uilding comoonen'. �, , :4pplicability of design parameters and proper incorpaatlon of component is responsibiliry of building designer-not truss designer.Brocing shown ��. I is fo:la;e�al support of individual web mem`rs onh�. Atldifional temporory bracing to insure stability tluring constructior�is the responsibillity o;tne - P�I ieK� �i erector Additional permaneni bracing of The ovaroll structure is the responsibiiity of iha building deslgner.ror generol guidance regoraing '� rabricction,ouoiih�conirol.storage,deiiv2ry,erecfion o�d bracing,consult ANSVTPI'Quofitg Criteria,DS6-89 and 3C51 Buifdiog Componanf ' i i;7 ureenback Lane,Suite 10° �I � Safery Information available from Truss Piate Instituie,781 N.Lee Street Suite 312,Alexandria.VF.22314. � Gitrus Heights,CA,956�0 I � t(Soutnsm Pine(SP or SPp)lumber is specifled,tbe design values are those effectiv<06/0?/2012 by ALSC or proposed by SPIB. I ,�.: , ;n.�s ,�r.:ss �- �ty °� i/��,�MA°t,JP'_E3119 Ro -. - --- -------' ��96939 �D2 iGABLE � ��1 1 R34922905 � � ��Job Referencs(optional) Tne 7russ�o.i Tri-County Truss, Sumn2r WA/Eugene OR/Buriington WA 7.350 s Jul 18 2012 MiTek Industries,I�c. Tue Jul 31 17:32:57 2012 Page' ID:MjqOrsK14�SJprcruyoR07zT81J-zCDLjVnnF1 UfwKkfLsGDQAFgDqOxt Vdw�oBAmSysS94 -1-0-0 5-4-72 10-S-8 1�-P-S 1-0-0 ' S-4-72 � 5-4-12 1-0-0 - -� qyG= Scale=123.5 4 i 2x4 �! 5 2%4�� 6.00 12 3 I I �2 11 � n f� I � � I IIII � II I rj I � 2 : I I � .._._____.. .� � 7 . 10 9 8 3x5= 2x4 II Lx4;I 2x? I' 3z5= 10-9-8 1048 LOADWG (psf) li SPACWG 2-0-0 I CSI i DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 30.0 Plates Increase 1.15 i i C 0.14 � Vert(LLj -QG1 7 n/r 120 MT20 185i148 (Roof Snow=30.0) II ?CDL E.0 Lumber Increase 1.15 BC 0.07 � Vert(TL) -OA1 7 n!r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz;TL) 0.00 6 n/a n!a BCDL 7.0 Code IRC2009/TPI2007 � (Matrlx) Weight:36 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strucwral wood sheathing directly appiied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross -- _ __ _ bracing be installed during truss erection,in accordance with I Stabilizer Installation guide. REACTIONS All bearings 10-9-8. (Ib)- Max Horz 2=45(LC 7) 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 except 10=324(LC 2j,8=324(LC 3) FORCES (Ib)-M�.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. W EBS 3-10=-273/117,5-8=273/117 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h-25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left a�d 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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psi on overhangs non-concurrent with oiher live Icads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This iruss has been designed for a 10.0 psf bottom chord live foad nonconcurrent with any other five 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 between the bottom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,o, 10,8. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��,��•r` CX, 12) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �t ', S 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shal! �. � verify that this parameter fits with the intended use of this component y+ � 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. � � LOAD CASE(S) Standard � � C ��, �'�3 STE Y�� ,w �SS��.aL�'��, � August 1,2012 ! A W_�,PCt1ING-Velify arsinn parameters and RE6➢NOTE.ON�HIS END INCLUDcD MFTi F;RF.FEP.ENCE P6GE hII7�7473 BEFOn^=;U5£. ' �I, � Desian valid tor use cnlv wiih MiTeu conne Tors.Tnis design is beseo only upon parameters shown,ond is fo�an individuol buildi�g component. ', � I �. :4pplicabihty o`aesigr parameters and prope-inc.orporafion of compon=rk is responsibiliry of building designer-not truss designer.Braci�g shown I is ror lateral support of individua!w=b members oNy. Additional tempor�ry bra�inq to insure stabilit��during constructior�is fi=respons�billity of tne . ■R`��e_� . erecTO� Aadit,ona�,permanent brocing of ih�overal!structure Is the responsibilih�of the building desioner.For generaf guidonce regarding � �1fI �( I �, iabri��atio�,quolity coniroi,storag�,aeliver�5 erection ond brocing,consult qNSI/TPI1 Quaiity Cnteria,DSB-89 and BCSI Buiidino Corpor�ent � 7��Greenback Lane,Suite 109 , , Salety Infortnaiion avaiioble from Truss Plate Institute,78 i N.Lee STreei,Suite 312,Alexandria,VH 22315. '� Crtrus Helahts,CFi,95610 ' tt Sou;nsrri Pine(SP or SPpI lumber is specified,the design values are those effective o6/01;2012 bv ALSG or propesed by SPIB. '. — -- _--- -- _ �„x � -r�ss �russ Type ..��.�� Piy � �ACOtJ�A N�UPLC,'3l'y r-?-� � P34922906 II 19593� �E1 MONO TRUSS �1 I 1 ' � I ! ,Job Reference(optionall I Tne Truss Co.'Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 31 17:32:57 2012 Paae 1 ID:MjqOrsKl4aSJprcruyoR07zT81J-zCDLjVnnF1 UlwKkfLsGDQAFgzqu9l PnwFoBAmSysS94 3-1-8 6-0-0 3-t-P ' 2-t0-8 2x4 I� Scale-125.� 3 I 6.0a 12 ; I 3X5 i 6 2 I � i � r 'l m' _ _. , �� . .. ..____...... a , � ..__._._.. i� JU524 5 JUS24 � t 3X5 II 3�5 i JUS24 4 ..._____. 3x4= 3-'I-B 6-0-0 � &1_8 I 2 70 S ' Plate Offsets(X,Y): �?:0-2 1G,0 1-8�.�2:0-2-4.0-1-8�,�5:0-3-QO-1-8� LOADWG (psf) SPACWG 2-0-0 CSI ' DEFL in (loc) lidefl Ud i PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.03 1 5 >999 360 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.63 � Vert(TL) -0.04 1-5 >999 240 i BCL�L 0.0 " �ep Stress Incr NO � WB 0.50 Horz(TL) 0.01 4 n/a n/a BCDL 7,0 Code IRC2009/TPI2007 � (Matrix) I Weight 23 Ib rT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. __ __ __ WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. ; MiTek recommends that Stabilizers and required cross � ibracing be instailed during truss ereciio�,in accordance with i Stabifizer Installation guide. REACTIONS (Ib,lsize) 1=907/0-5-8 (min.0-1-8),4=907/0-5-8 (min.0-1-8) Max Horz 1=112(LC 6) Max Uplift 1=-179(LC 7),4=207(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1127/211 BOT CHORD 1-5=-209/956,4-5=-209/956 WEBS 2-5=-139/841,2-4=-1109/274 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 Iive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 1=179,4=207. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-6-12 from ��"R' �G' the left end to 4-6-12 to connect truss(es)D1 (1 ply 2x4 HF) to front face of bottom chord. ��'� �� 10) Fill all nail holes where hanger is in contact with lumber. ti- 11)This truss is designed for a creep tactor of 1.25,which is used to calculate the total load deflection. The building designer shall '�� verify that this parameter iits with the intended use of this component. r 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � '� � 1)Snow Lumber Increase=1.15,Piat2lncrease=1.15 �� 3STEb`�`} �' Uniiorm Loads(plf) �� . Vert:1-4=-247(F=-232),1-3=-76 $.SJ��;.�L1��? August 1,2012 �',, �W�RtTIXG-Veri(y desiqrt pani�riete�and RS3L:NOTES QN THIS Atm INCLJDi D MITEKT EFERP.NCE P&GE R177-7473 B£s ORE FTSE. � � I Design valid ror use only witn NiTek connectors.lhis design is based onl��upon parameters showr,,anC is for an individu�l buiiding componen�. � Applicobility of des�gn perameters and proper incorporation oi component is responsibil��o�,`building designe. no'truss aesigner.Bracing shown , '� is ro�lareral support of individua web members only. Additional temporary braang to insure stabilii��during construction is ihe responsibilhry of tne �.. �/� T � '�� _ erector. Additlonoi permonen'broa�g o`ihe overall structure is the responsbil�ry of the buliding aesigner.For genero'�guldance ragarding � FV I�f�k ' _ foorication,qualiry conirol,storooe,delivary,ereciion ond brocirx�,consWt q�SVTPII Quality CriTena,DSB-89 and BCSI Buildmg Compon=nt I� 7777 6reenback Lane,Sude 109 � I. Safey Infortnation availa�le from Truss Plare Instirute,781 N.Lee Streei,Suite 312,Hiexandrla,VA 22314. I Ci[rus Heighis,CA,95610 I K So:Rhem Pine(SF or SPp)lumber is soeciiied.the design valu=:�are those eflective 06lOt/20;2 by ALSC or pro�sed by SPIB. ' _ ._ -- - ---_ _ _ -- - --- ------ _ _ -- - -- - �r � -r,,,,_ 'L'SS yp6 .l r') T�1t��✓I�ti �''LC.:l l9 f�b I ' � j � R34922907 �'� !96939 'E2 MONO TRUSS I�� 1 I �� Job Reference(optionaf) �� The Truss Cc./Tri-County Tru->s, Sumn�r W,A/Eugene OR i Buriingto�WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jui 31 �7:32:58 2012 Page 1 I D:MjqOrsKl4aSJ prcruyo R07zT8IJ-R PnkwrnQ6Kd9XUJ ruZrSyN nrbEC5m�3 U Swj IvysS93 3-7-8 6-G-0 3-i-B ' 2-10-P ' SC810=124.9 2x4 II 3 � 6.00 t 2 3X5 i 6 2 � � 1 I � � ._- ___.._. .._.___1 q.._.... I , n .� I� JUS24 JUS24 `3� I � 3�i 4 3x4= �_ g18 .. 600 ,. 3-�-8 2-10-8 Plate Offsets�X.Y;; �1:0-2-1GA-1-8�.(2 G-1-12.0-1-8).�5:0-3-0.0-1-81 LOADWG (psfj I SPACING - 2-0-0 CSI DEFL in (loc) lidefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 ! Vert(LL) -0.03 1-5 >999 360 � MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.7 i � Vert(TL) -0.05 1-5 >999 240 BCDL Q.0 * � �ep Stress Incr NO i WB 0.57 Horz!TL) 0.01 4 n,!a n/a , BCDL 7,p I Code IRC2009.�P12007 , (Matrix) 'I Weight:231b FT=16°o LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. W CBS 2x4 Hr/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,i�accordance with ' Stabilizer Installation guide. REACTIONS (Ib/size) 1=1003l0-5-8 (min.0-1-10),4=1003/0-5-8 (min.0-1-10) Max Horz 1=112(LC 6) Max Uplift 1=-199(LC 7),4=228(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD i-2=-1243,'236 BOT CHORD 1-5=230/1057,4-5=230/1Q57 WEBS 2-5=-164/958,2-4-1225/299 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 rectangie 3-6-0 tal!by 2-0-0 wide will fit between the bottom chord and any other members. 6} Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 1=199,4=228. 7)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24(N/ith 10d nails into Girder&tOd nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from �tl�.R - �jt�,� the left end to 4-0-12 to connect truss(es)F1 (1 ply 2x4 HF) to fro�t face of bottom chord. �Q-t' � 10) Fill all naii holes where hanger is in contact with lumber. - �� .� � 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflectio�. The building designer shall `# i verify that this parameter fits with the intended use of this component. � `' 12) In the LOAD CASE(S)section,loads appfied to the face of the truss are noted as front(r)or back(B). 13)All dimensions given in feet-inches-sixteenths(FFIISS)format � LOAD CASE(5) Standard � �'�`49� . 11 Snoti�:Lumber Increase=1.15,Plate Increase=l.1� � �i'�> >O ,t' Uoiform Loads(P�� I' �`I'`�'�t� 1'�' V ert:1-4=-280(F=266;,1-3=-76 SSj�,�,A L 1 r�1 August 1,2012 .��. �LCbRIJING�S`erzfy daign par•anreter�andT�F`3L7 N07£S ON TY_TS&l�FNCiUDnD R'QTEF:REF%72ctJ�E a9� hS77 74? r^.^=GRn i75E. � • Jesign valld for use only wifi I�iiTek conne to s TNs design Is based only upon parameters shown,and i�for an individual b�ildino componen+ '�, � , k,^,plicabiiifiy of a�sign pa�ameters and pro� incorporation of componeN i;rssaonsibwt��of building designer-no;truss aesi�ner Bra ino shown j i �: is for lateral suoport of Inoiviaual web membe[s onry. Additional temporary�raang to insure stabilit��during construction is ttie responsibilliry of the Rq T � .. erector. Aciaiiionol�,�ermaneni bracino of the overall structure is the respons�oilit��of the building designa:.For genzroi auidar�ce reoording � IY[t fe�� : fabncoilor�,aualiry control,storage,deliverv,erectlon onc brocing .onsult AN51/TPI7 9uofity Cnteriq�JSB-69 ond BCSI 6uflding Componeot � ��;reenba�k�n2,Suita�� ' . Satety intoRnaiion ovallable from Truss Piate Inshiuis,781 N.Lee She..t,Suite 312,Alexandria,VH 22314. � Citrus Heights,C4.95010 I ' H Southerr�Pine,SF or SPp)lumber is specified,the design values are tnese effective 06/01;2012 by ALSC or proposed by SPIP. i _ _ ____- —___ _` _ _ -- _ _ _ _ - --- _ __ - __ - __ _-- � - - - -- --- _ . ��55 ��;.�_ �,�- �� ,��,J�ti r��r�_.,�;S=�o� i � ' � R34922908I i 90939 ' ,F� ROOF TRUSS �3 1 i _ iJob Reference(optional) �'The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7_350 s,iul 18 2012 MiTek Industries,Inc. i ue Jul 31 1732:59 2012 Fage 1 I D:MjqO rs KI4aSJp rcruyoR07z i 81 J-vbL68Ao2na109eu 1 SG I h VbKpl dfcVO_Di 6gHqLysS92 6-2-e i2-`-o ia-s-o � 6 2_6 6 2 B . �0-0 ' 4x4= Scale=1:2'a.3 2 6.00 12 �.'. I 6 I I I I i i I I � � . . .._.. ___ ._ 3 1 a — 4 5 0 . .__._._.... _____.__ . .. �. .�� 2xS �. 3x5— 3x5= I 6-2-8 �2-5-G eze � E,e � LOADING (psf? I 'i i TCLL 30.0 SPACING 2-0-0 I CSI DEFL in (locl Ildefl Ud I PLATES GRIP (Roof Snow=30.0) i Plates Increase 1.15 TC 0.97 Vert(LL) 0.04 - �-5 >999 300 � NT20 185,'148 TCDL g,p Lumber Increase 1.15 BC 0.31 Vert(TL; -0.08 3-5 >999 240 B�LL CA ' Rep Stress Incr YES WB 0.14 Horz(TLj 0_01 3 Na N'a BCDL 7.0 Code IRC2009/TPI2007 � (Matrix) Weight:36 Ib FT=16% WMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD I�MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with I I Stabilizer Installation guide. REACTIONS (Ib/size) 1=533/Mechanical,3=636/0-5-8 (min.0 1-8) Max Horz 1=-60(LC 8) Max Uplift 1=-92(LC 7),3=-148(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=672/76,2-6=-575/87,2-7=-561/93,3-7=670/82 BOT CHORD 1-5=-22/520,3-5=-22/520 W EBS 2-5=0/252 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf{flat roof snow);Category II;Exp C;?artially 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 fiat roof load of 30.0 psf on overhangs non-concurrent with other Iive 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 recta�gle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1b) 3=148. 9)This truss is designed in accordance with the 20Q9 International Residential Code sections R502.i 1.1 and R802.10.2 and referenced standard ANSI/TPI t. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �1tit�S ��' 11) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shail '� 1�. verify that this parameter fits with the intended use of this component. C O� S�l' 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� , ti� rG� A LOAD CASE(S) Standard � .� �=Jx r� /�rf,� �l ti /�, G�STt=.�t' `,.;. -�.S,tO��L�,\�, August 1,2012 �Fr'SFcNING-Yerify design parv.rzeters and 12EAB NOT£S ON TH1S I�Im I�i,UDc.D h�77"sJiTcr FEKc.NCE?�G�hui 74 73 a�^DRE USE. �I. �� Wsign valid for use only with MiTek conne�tors.'fhis tlesign is besad only upor paremeYers shown,and is fo;or indiviauo buiiding comoo�ent �� , Appiicao�dir:of desigr,parameters and oroper incorporation of component s responsibility of buildinc tl2sione� r o+iruss oesigne�.Brooino shown �� , Ia for lateral support of Individual wab members only. Additionol temoorary broang to insure stability ounna construction i=ihe responsibillit��ot ihe R� T p� �� erecro[.Additlonal permonent erocing of the overall siructure is Ttia responsibiiii��of ihs building designer.For general ouidonoe regardino � FYCE fe1S ' � fobrication,quolirv conhol,sroroge,delivery,ereciion anC brocing,consu�?ANS'�RPI1 9uaiity Cnieria,DSB-89 and 6GSI Buiidirg�omponenf �� 7Ti7 Greenba�k Lane,Suite 10� �"' _ Safetv Informanon avoilabte from Truss Plate institute,781 N.Lee Sheet,Suite 312,Aiexandrio,VA 22314. p �'�, Ci[rus Neights,CP„�5610 � � N Soutnem Fine(SP or SPp)tumber is snecified,the design valuas are these etfective 06/01;2012 by ALSC or proposed bv S, IB. -- -_ ____ _ - --- -- - - -- ------ ---_- __ -- - - --------___ __ .._ _ _ _ --- - - . . ♦ !n..,s �russ i ype �� riY �,4CONiA PcG?LE�3l 19 Ro I R3492290si 90939 ',F2 AOOF TRUSS I'1 1 i � ;Job Reference(optionall i The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR;Burlingtor WA 7.350 s Jul 18 2012 MiTek lodustries,Ina Tue Jul 31 1?:33:00 2012 Page 1 I D:Mj qOrsKl4aSJprcruyo R07zT81J-N nuU LW pgYyttnnTEO_pw1 os?c�_rE rE MxmPqM nysS 91 -�,-o-o s-2-a i2-s-o i3-s-o ?-G-O 6-2-8 "-2-8 1-0-0 ' Scale=!25.5 4x4= 3 i I I : 6.00 12 �'� 7 8 I I I 4 ........ .__._.... 2 � ___-_ --..._... . . .. rl � J 5 �O 6 . . . __________... Dt4 II � 3>5= 3zi= 6-2-8 12-5-0 . E2_£ ' 628 . LOADING (psf) i SPACING 2-0-0 II CSI DEFL in (loc) lidefl Ud li PLATES GRIP TC!L 30.0 p;ates Increase 1.15 TC 0.90 Vert(LL) -0.04 4-6 >999 360 ' NT20 185/148 (Roof Snow=3G.0) Lumber Increase 1.15 BC 0.31 I Vert(TL) 0.08 4-6 >999 24Q TCDL 8� Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 4 n/a n!a BCLL 0.0 ' � Code IRC2009/TPI2007 (Matrix) I j Weight:37 Ib FT=1690 B^D_ 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross__ ____ _ � bracing be installed during truss erection,in accordance with Stabilizer Installation guide. j REACTIONS (Ib/size) 2=632/0-5-8 (min.0-1-8),4=632/0-5-8 (min.0-1-8) Max Horz 2=50(LC 7) Max Uplift 2=-147(LC 7),4=-147(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-666/76,3-7=-569/86,3-8=-569/86,4-8=-666/76 BOT CHORD 2-6=-16/511.4-6=-16/511 WEBS 3-6=0/252 NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25tt;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;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 rooi live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live Icad nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection(by others)of iruss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=147.4=147. 8)This truss is designed in accordance with the 2009 Internationai Residential Code sections 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 a�d design of this truss. 10) This iruss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The buildi�g designer shall ��1R S. �, verify that this parameter fits with the i�tended use of this compone�t. `,��'` S� G;r.� 11) All dimensions given in feet-inches-sixteenths(FFIISS)iormat. �`�� , LOAD CASE(S) Standard � � � h �R J J �`� 'L 3 � ?�r,, ��G'1STGR��, ,�~' CS. �,� S�O?�A L�': August 1,2012 , �WbRHING�Yerifif des:gr�pa-�ameiers and RE9P NGT�S ON TSTS fiNL INCi,i.TUED MITEKRE ERF.NCE FfiGE hII1-7473 EEPORc L75E. � �� i �esign valic for use only with MiTek connectors.Tnis tlesign is based only upon parameters shown,and is for an individual building componen?. � i . Appii�aoiliry of design paramerers anc proper incoraoretion of component is responsibiliry of buiiding design=;-not truss tlesigner.6racing shown i �� i �, is for lateral support of individual web members only. Additional iemporary bracing to insure stability during consiruction is fhe responsibillity o`fie '�, �/{T {�- I '�. erecror hdditiona!�rmonent o�acino of ine overall structure is ihe responsibility of the building designar.for genera!auitlonce regording I I V f�lefi � �� "rabrication,auoiity conTrol,storage.celNary,erection ond brxi�g.consult AhSI,�SPII Qaality Criteda,DSB-89 and B:SI Buiiding Componenf '� c � � Saiety In(ortnation ovoiloble from Truss Plate Instit�te,781 N.Lee Siraet,Suite 312,Alexandrio,VA 22314. 7777 ureenback Lane,Sult=_�0., I I Cdrus Hei hts,CA,956}0 I ! tl Southem Pir�e(SP or SPp)lum6er is specffied,the design values are tnose etfe�tive 06/01;2012 by ALSC or proocsed by SPIB. I 9 --- ---_ ----_ _-- _ _ --_ _-- --- - — --- - - ----- --- - -- _ - - —-- - .,� -,�.. � ��.,ss y�e �ry ��iy �, TACOMA P_J�LJ3119 Ru �, . R34922910 , I 96939 F3 i GABLE I 1 �� 1 i � ' �Job Reference(optional) The Truss Co_!Tri-Counry Truss, Sumner WA��ugene OR;'Buriington WA 7.350 s Jul�8 20�2 MiTek Industries,Inc. Tue Jul 31 17:33:00 2012 Page� ID:MjqOrsKl4aSJprcruyoR07zT81J-NnuULW pgYyttnnTEO_pw1 osA211_Es3MxmPqMnysS91 -1-0-0 6-2-8 12-5-0 - 133-0 1-0-0 ' 6-f-B 6-2-8 1-0-0 ' $Cale=1:25.5 4x4= 4 2%4�I 52%4�I 6.00 12 3 72 11 II � � I � I i I � I I� 2 . ... .._ . ��_____._._... �� 6 i� _ J 7 l� � .___—_—_. ._______-._ �� o s s 3x'= 2x4 ',��. 2x4 II 2x4 II 3� 12-5-0 12-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud I PLATES GRIP TCLL 30.0 j Plates Increase 1.15 i TC 0.23 Vert(LL) -Q.01 7 n/r 120 MT20 185/148 (Roof Snow=30_0) � TCDL g.p Lumber Increase 1.15 BC C.11 �i Vert(TL) -0.00 7 nlr 90 � BCLL 0.0 * �ep Stress Incr YES WB O.C9 , Horz(TL) 0.00 6 nia n/a BCDL 7.0 Code IRC2009�TP12007 (Matrix) i II Weight:41 Ib FT=16io 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. OTHERS 2x4 HF/SPF Stud/STD I MiTek recommends that Stabilizers and required cross _ ____ _ i bracing be installed during truss erection,in accordance with ! Stabilizer Installation guide. REACTIONS All bearings 12-5-0. Qb)- Max Horz 2=50(LC 7) Max Uplift All uplift 100 Ib or less at joint(s)2,6 except 10=-108(LC 7),8=-108(LC 8) Max Grav All reactions 250 Ib or less at joint(sj 2,6,9 except 10=407(LC 2),8=407(LC 3) FORCES (Ib)-Mar.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-10=-343/147,5-8=-343/146 NOTES (14) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42osf;h=25ft;Cat.IL Exp C;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(norma�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=30.0 psf(flat roof snow);Category II;Exp C;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 osf or 1.00 times flat roof load of 30.0 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 between the bottom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,o except (jt=1b)10=108,8=108. 11)This truss is designed in accordance with the 20Q9 Intemational Residential Code sections R502.11.1 and R802.10.2 and ��-�S' 1 referenced standard ANSI/TPI 1. .,t-�' �' 12) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � �F � ' . 13)This iruss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shali ��.`�,� '✓ verify that this parameter fits with the intended use of this component � ,'�� .� 14;All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard J ,.� � 30 ti �, %' R�C%IST��' � !.5' \�� SJCj?``.AL�t. August 1,2012 I A&'8R?TING-4'erifg desiqrt F+ar�ame��s mcd REB.I.'NOT�S ON TfIFS 6NP I�Li77JEB MIZ`Ef..RF.FEP,F.NGG F9G£h47-74�3 Bw�C3RS USE. - ��- � Design valld for use only wiTh MiTek connectors.fiis tlesign ie basetl only upon parameters shown,and is for an indlvidual�building component . � Fv�plicabuity of tlesign parameters and oroper incorporation of comoonent is responsibility o'building designer-noi truss designer.Bracing shown ��. �� is for lateral suoport of individual weo rc�embers onty. Additional temporary brocinq to insure stabil�t}du•ing construction is ihe responsoillity of ihe �, ��. , zrecTo: Additionol parmonent bracing of the overali structure is The resoons�oiiiry oi the buildinq aesigner.for generol guidance r=gording '�.. i fooricotion,quaiity conirol,storoge,delivery,erzction and brocing,consuli ANSI/i?It Quali'ry Critena,DSB-B9 and BCSI Building Component �, 7777 Greenb2ck Lane,Suite 109 �. , Safeiy information avaiipble from Truss Piate Insiituie,761 N.Lee Street,Suite 312,Alexandric\!A 22314 ��. Cilrus Heights,CA,956�0 H Southem Pine(SP or S�pl lumber is specifieo,the design values are Uiose effective 06/01/2012 by ALSC o�proposed by SPIB. � __ _ _ _--- ----_----- _ ___ _ ___ __ _ __ _ _ _ . - --- __ _ _ _ _ - _ _ - - .o� , r,._� �ss �F�� i)' � ,,.,Jf��f,r�vP��E.'31i5R6 �� 1 R34922911 ' �96939 I G1 I MONO TRUSS I 2 1 ; � . ! �Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buriingtor WA 7.350 s Jul 1S 20�2 MiTek Industrie=,Inc. Tue.lul 31 17:33:0 i 20'I2 Page� I D:Mj q0 rs KI4aSJprcruyo R07zT81J-s_SsYsq IJ F?kOx2QahL9a0P�ORJ MzKf W P:�90v�ysS90 5-5-8 6-5-8 s-sa ,-o-o s�=,:n.z �zx<n � 4.00 t2 � 5 I i I I I � I � i 2 I 4 I�� i �V�I . a i� _ ", � --I_-._____. . ... im 9 , 1° �� I 2%4 I I �; \i__.______-___-_ . 3x4= 5-5-P 5 5_B LOADWG (psf) ' SPACWG 2-0-Q CSI ; DEFL in Qoc) I/defl Ud I� PLATES GRIP �of Snow=30.00 P�atzs In�reas2 1.15 TC 0.67 ' Vert(LL) O.CS 2-4 >999 360 �� M i 20 185l148 T�DL g�� Lumber Incrsase 1.15 BC 0.35 Vert(TL) -0.12 2-4 >530 240 ' BCLL 0.0 ' �! Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a nia l BCDL 7,p Code IRC2009,�TPI2007 (Matrix) �, Weight:16 Ib FT=16°� LUMBER BRACING TOP CHORD 2x4 HF Na2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF StudlSTD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracinq. I MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with StabiGzer Installation puide. � REACTIONS (Ib/size) 2=357/0-3-8 (min.0-1-8),4=250/0 1-8 (min.0-1-8) Max Horz 2=-79(LC 6) Max Uplift 2=82(LC 5),4=-33(LC 7) Max Grav 2=367(LC 2),4=277(LC 2) FORCES (Ib)-M�.Comp./Max.Ten. All forces 250 Qb)or less except when shown. NOTES (15) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable e�d 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;Pi=30.0 psf(ffat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has b2en designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live laad 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate at joint(s)4, 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 with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSL'TPI 1. 11)Girder carries hip end with 5-6-0 right side setback,0-0-0 left side setback,and 5-6-0 end setback. ��tR S. �, 12) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. CQ- G�' 13)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall � t•:� � verify that this parameter fits with the intended use of this compone�t. �; 'i� 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � � r� 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 '� '�` �; Uniform Loads(plf) � �'� 3 b-�� '�' Vert:2-4=-25(�=-11), 1-3=-76 /�, �CISTr��' �� $S��t'�'A L Y-*: August 1,2012 � �W�Rt1tNG-Pen{z�desigr�parairzetc�s mcd REdD NOZ'FS ON THIS BTI➢�i,LIDEL7 I.17"�Ti REF£kEM:E FBGE 1IT.I7-7473 EF:r Dt2E L;SE. , '� � . Uesign volid for use only with Nniek co�neciors.Tnis d siqn i:.based only upon parometers shown,ard is re�an individual building coriponen' � � �� :4aailcability ot des�gr parameTers and proper incorporaron o`component is resoonsioility of buildi�g designer-not iruss designe�.Bracinp shown �� is for laterai support o`indivi�ual web memb=rs only. Ad�itionai temporary bracing to insure sraoility during consiruction is the respons�bilhfi�o`,ihe R�T f,. ��, erec*o;. Additional oermonent brocing of the overoll siructure is the responsibility of the building designer.For oeneral puioonce ragording �� tYE{IeF�� i ' fobricotion,qualiY��contro„s'oroge,delivery,erectlon ono brocing,consult ANSI/TPfI Quality Critsna,DS&89 and BCSI Buildino Component i 7�Green�ack Lane,Suite 109 � Safety In"rormation o�ailobl�`rorc�Truss Plate Institute,781 R Lse Streat Surte 312,Alexondria,VA 22314. � C¢rus Hei hts,CA,85610 � I N Southem Fine fSP or Sap)Iumo=rls speclfied,the design values are those eftective 06/OV2012 by ALSC or proposed hy SPIB. ; P - - ---- -- -____ ___----- _ --- --- - _ _ - -- _ ,�c . �r�__ �russ rype ��y �Piy I i/�C(7MA°_U�L�:;1 19 no �, � � R349229121 I96939 '�G2 f MONO TRUSS 13 � 1 � • ' I � iJob Reference(optional) The Truss Co i Tri-County Truss, Sumner WA/cugene OR/Burlington WA 7.350 s Jul�8 2012 MiTek Industries,Inc. Tue Jul 31 �733:02 2012 Page 1 i D:MjqOrsKI4aSJprcruyoR07zT81J-KAO EmCqw4Z7bO5dc7Ps07DyQ7rhl i nvf04u�cRgysS9? 5-SR I E-5-8 ' 5-SB ' 1-0-0 ' Scale=t:i72 �2X4 II j I I I', 4.00�`2 5 �� II 1 P l r_� � � 3 lo .__._ __�..'��.. ___.._.____4 I ��, , I L� 2z4 �', � 3x4= 5-5-8 s-s-e LOADING (Pst) �i SPACING 2-0-0 CSI , DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 ! TC 0.58 Vert(LL) -0.OS 2-4 >999 300 MT20 185/148 (Roof Snow=30.Oj Lumber Increase 1.15 I BC 0.25 Vert(TL) 0.09 2-4 >718 240 TCDL E.0 '� �ep Stress Incr YES WB 0.00 Horz(TL; -0.00 4 n!a nia BCDL �.� Code IRC2009lTP12007 i I (Matrix) Weight:16 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. ! MiTek recommends that Stabilizers and required cross j bracing be installed during truss erection,in accordance with j Stabilizer Instaliation quide. REACTIONS (Ib/size) 2=329/0-3-8 (min.0-1-8),4=223/0-1-8 (min.0-1-8) Mar Horz 2=-79(LC 5) Max Uplift 2=-98(LC 6),4=-49(LC 8) Max Grav 2=339(LC 3),4=250(LC 3) FORCES (Ib)-M�.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psi;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise!gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 piate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially 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 30.0 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capaciry of bearing surface. 8) Provide mechanical connection(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 100 Ib uplift ai joint(s)2,4. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anatysis and design of this truss. Z.(1k• �f1� 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall �Q-�' ti; ��. verify that this parameter fits with the intended use of this component l'f'�� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format �,� '�. _ -��Er LOAD CASE(S) Standard � � 3 � � ��',c� `�CISTr�`�\ r`, ��s`�lC�?�'.AL�?`�, August 1,2012 �WdI2i1QNG-Ver-ify desigrz paramc�ers and RE&L)NO7�ON THIS 9ND INCLUUED MI�ICRcrERENC'E PBGE�III-74T3 SEF'DRE C.SE. 'i �� i� Desion valid for use only with Mi7ek connectors.Tnis desipn is based only upon parameters snown.ond is for an individual builtlino component. I . �. Npplicaoiliry of design parameters and proper incorporeiion of component is responsibiiiry of building designer-not iruss designe:.Bracing shown I, �. '�. is for Iateral support of indiviaual web members only. Additionai temporary bracing tc insure stability during construction is the responsibillity of tne ' �pi�eF_� I erector. Additional permoneni orocino of the overall sTructure is tne resoons�bility o`ihe buiiding dasic�ner.'ror genera!ouidonce regarding '�� tVI K '�. tabri;ation,quaiit��coMroL storooe,tlelivery,=reci�ion and'orocing.�onsuli q�51(iPll 9ualiry Griienq CS6-89 ond BCSI Building Component - �Gr�enba�h Lane.Suite 109 I Safety Inionnaiion availabie from iru:s Piate Institute,78 i N.Le�Sneet,Suite 312,Aiexandric,VA 223i4 � C¢rus HeiaMs,CA.�5610 H Soulnem Pine(SP or SPp)lumber is specified,the design values are those effective 06/O V20�2 by ALSC or proposed bV SPIB. � _ - _ _ -- _ _ _ --- __ __ -- ----- -- __ -- _ -- - _ __ - __ _ — _ �.., , �ru�s � �r�ss YP� _ ��) T,��l'�Ib�A r_��t ol i�;?o � � R34922913 ��, 196939 'HR1 ,JACK ;1 ', 1 ' ', �� Job Referance(optionap �� The Truss Ca/Tri-�ounty Truss, Sumner WA/Eugene OR!Burlingtor WA 7.350 s Jul 18 2012 MiTek Industries,Ina Tue Jul 31 17:33:02 2012 Page� i D:Mj qOrsKl4aSJ prcruyoR07zT81J-KAOEmCaw4Z7bQ5dc7Ps07DyYi rk7i nvf04uxRgysS9? 9-70-0 � 6-1�-1� 11-2-4 �4-5-15 t7-?-10 20-�-9 22-11-6 �24-0 �-S ' 1-70-G 6-11-10 ' 4-2-10 � &3-7 � 2-P-15 �. 2_9_15 r� � 2_9_1j —��_1_Q � i � o Scale=1:48.7 424�i2 9 f` B � � � I � 3Y5� 11 I _ 6 I � 3x4 i �0 p � 3z4� ��' � �m 3%4� 2��.1 �Q% 3 � 3x4 i I ✓ 3z4� . .. . . .. . � 3�c6� 1n-1�" . 2 ✓ i .I� _.._.__._...... . . �. ��-5 11-2-4 �_ 24-48 _ . 11-�-4 2-10-4 Plai�Offseis iX Y!: �2:0-0-12.Edqe� LOADWG (ps� SPACING 1-0-0 �I CSI � �� DEFL. in (loc) Udefl Ud '� PLATES GRIP TCLL 30.0 � Plates Increas2 1.15 TC 0.09 �', Vert(LL) -0.03 2-3 >999 360 MT20 220/�95 (Roof Snow=30.0) Lumber Increase 1.15 B:, C.00 I Vert(TLj -0.04 2-3 >999 240 i BC�L 0.0 * Rep Stress Incr NO i WB 0.00 Horz(TL) -0.00 10 n/a n;a BCDL 7.0 Code IRC2009/?PI2007 (Matrix) �i Weight:541b FT=16% LUMBER BRACING TpP CHORD 2x4 DF 2400F 2.OE TOP CHORD Structural wood sheathina directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly appfied or 10-0-0 oc bracing. REACTIONS All bearings 0-5-8 except Qt=length)3=0-0-12 (Ib)- Max Horz 2=i 73(LC 5) Max Uplift AII uplift 100 Ib or less at joint(s)10,2,4,6,7,8,9,3 Max Grav All reactions 250 Ib or less at joint(s)10,10,2,4,6,7,8,9,3 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.If;Exp C;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-Q5;Pi=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0;all by 2-C-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain iormula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7) Provide mechanical connectio�(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joi�t(s)10,2,4,6,7,8, 9,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)10,4,6,7,8,9,3. 9)This truss is designed in accordance with the 2009 I�ternational Reside�tial Code sections R502.11.1 and R802.10.2 and referenced standard ANSI�fPi 1. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor oi 1.25,which is used to calculate the total load deflection. The buiiding designer shall verify that this parameter fits with the intended use of this component. 12`�All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard .�`�1�,�� `G C� `F '.l- ��, ��' -[,�.- �.. e `�` � � � � �0 \� ` �1.�. L'C1$TF:RY' r' f�S�C�;�;'.4i.��, August 1,2012 �. �W�72R*ING-Y'erify ciesigrc parame'er5 arzd Ii^chi�NOTBS ON Th7S 8ND FIJCLI3Uc.Z)hIITEFi�F`�£t�NCE?�.GE hII7�r'47.EE^L�tZ.U3E. � �'f i� I Dasign volid for use only with Miiek conne tors,lhis desion is based only upcn porometers shown,and is tor ar maivr�uol building componsnf �.. � �, � Applicabilih�of design parameters anc pro�r incorporation o�component is rssoonsibiliry of buiiding designe� no'truss aesigner.6rcci�g shown ' Is for laferal support of Indlvidual web m=mbers onty. Additlonal temporary bracina ic'msure stability tluring construc�ion is ihe res�or.sibil6ty of the ' A� T '`� I � erector. Additional permanern bracing of the overal!struciure is the respons�bilify of ihe ouilding designer.for genaral guldonc=reparding �'�, EYt�F�F"` ��, �abricatior.,quolii;.control.storoo ye!iv2ry,=rectix and bracinq,consul?ANSI/TPII 9uolity Critena,DS6-89 ond BCSI Buildi�g Componenf 7?77 ureenback'_ane.Suite i09 ' �, Salety Infortnafion available trorr Tru�s Pi..ie Institute,781 N.L=e Sheet Suiie 312?Jexandria,VA 223-iq. '� Citrus Helqhts,CA°5610 �_ tl Southem Pine(SP or SPp�lumber is soec�fizd,the design values are tnose efiective 06/01/2012 by ALSC or oroposed by SPIB. '�� _ _ __ --- --- _---____ -- ---__ __ _ - — ___ _ - ---_ . - -_ -.: ,,. -_ � , � ,��_ ��,�>aE �v ��coi��;, ��.��,��r R34922914 il I 90939 � II Hn2 i JACK I 2 � 1 I I Job Reference(optional) i �Tne Truss Co./Tri-County Truss, Sumner WA;Eugene OR i Burlingior WA 7.35G s Jul 18 2012 Mi i ek Industries,Inc. i ue Jul 31 17:33:G3 2012 Page 1 I C:MjqO rs KI4aSJprcruyoRG7zT81J-oMaczYrYRFSeFCph6 NdfR U izF4MR�8odkeUz6ysS9_ -1-10-0 6-1140 114-4 145-�i 17�3-t0 20-1-9 22-3-5 ' 1-70-0 ' E17-10 4-2-10 3-3-7 &9-15 2-9-15 ' 2-�-12 4.24 ir12 �o $cale=1:45_5 I 8 I 7 I 3k5 i 6 li 5 3u6� 4 3x6 i � i 3xf� I � 2,, Irn 3a6� 3 I 3x6 i � I 3XG i ...___—_._.._I ._...... .. . �', 3a^o� I / p � ✓ c� �'- . . , .i ____.__—_—__._. . ._._._.._ '� - � �.��`' 11-2-4 22-3-5 F— �;_�.G I .�_�� -- � ?late Offsets(X.YI: f2:0-0-12,� , 4�0-1-4.0-1-8� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates increase 1.15 TC C.19 ' Vert(LL) -0.06 2-3 >999 360 I MT20 220,"�5 (Root Snow=30.0) ' Lumber Increase 1.15 I BC 0.00 ' Vert(TL) -0.08 2-3 >999 240 T��` 8"0 Rep Stress Incr NO VVB 0.00 I Horz(TL) -0.00 9 n!a n/a 1 BCDL �.p � Code IRC2009/TPI2007 ! (Matrix) I � Weight 51 Ib FT=169b LUMBER BRACING TOP CHORD 2x4 DF 2400r 2.OE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; MiTek recommends that Stabilizers and required cross I Ibracing be installed during truss erection,in accordance with � Stabilizer Installation quide. j REACTIONS All bearings 0-5-8 except Qt=length)3=0-0-12. (Ib)- Max Horz 2=323(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)9,6,7,8 except 2=-101(LC 5),4=-124(LC 5),3=-162(LC 5) Max Grav All reactions 250 Ib or less at joint(s)9,9 except 2=418(LC 1),4=277(LC 1),6=272(LC 2), 7=329(LC 2),8=289(LC 2),3=419(LC 1) FORCES (Ib)-Ma�.Comp✓Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-268/62 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and righ?exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL ASCE 7-05;Pf=30.0 psf(fiat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)3earina at joint(s)2 considers parallel to grain value using ANSI/-fPl 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 6) Provide mechanical connection(by others)of truss to bearing olate at joint(s)3, 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,6,7;8 except (jt=1b)2=101,4=124,3=162. 8) Beveled plate or shim required to provide fult bearing surface with truss chord at joint(s)9,4,6,7,8,3. 9)This truss is designed in accordance with the 2009 Iniernational Residential Code sections R502.11.1 and R80210.2 and referenced standard ANSI/TPI 1. �[;R 5. ��r 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. "Z-�' ''�' 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall � �t S�'\ � verify that this parameter fits with the intended use oi this component `�� : 12)All dimensions given in f2et-inches-sixteenths(FFIISS)format. .r �(' , �' P� L�AD CASE(S) Standard � fh � ?"�/.l,��ISTTT�� , � �5��?�'.AL t�°�-, August 1,2012 '� �46'SF.SdfNG-Vaify daiga pa±-ainu��s and 12E4D N6i�5 ON i73759Nf�IN-"i.LtTJcA M73'r.K AEF'E+ZcN�c f9v h,t'.-7}7? £s UK:USE. , �� Gssgn valid for use onl�•with tJiTek connector<_lhis oesian i<��based only upon parameters snown.and is fo�ar individua!b�ilcinq component. �' �� olicaoiiity of a=sign parameters and prop2-incorporatio�a`component is resoonsibility ot building designe�-noi truss a .,iyner.6racing shown � i is ror latera�suppori oi individual web memxrs oniy. .Additional temporary oracing to insure stability tluring construction is the resoonsb Il�ty oi tne ' R��Tek � ereoto:. Additiona�parma�eni bracing of ths overali sPructure Is ihe responsibility of the building designer.For ge�erol auide�ce 2pordin� '� 1\dl �� - totiri�ation,quality coniro!,sicroge,delive�y eracfion ond brocmG. �nsul�qNSI/TPII C,�uality Criteria,DSB-89 ond 6CS;Building Component 7�7 Greenbacl;Lane,Suite 105 i �, Smety Informofion availobie from Truss Piate I�stiiute,781 N.Lee Srr et Suite 37 2,Alexondric.VP,22314. � CRrus Haigh?=_.CA,95610 � I'Southem Pine(SP or SPp)lumber is specifiea the design values are those efiective o5/ot;2o12 by ALSC or pr000sed by SPIB. '��. - __ _ _ --- --__- ---- _--- ----- _ _- --- — -- .t., , �-ru�_ �n:�s y,e �� °n �� TACG(�iA F�vr��:,o�l° Ro R349229i� l 96939 I HR3 I ROOF TRUSS I�2 1 �I � � � ' ' �Job Refarsnce(optionall � I he Truss Co.i Tri-County Truss, Sumner WA/Eugene OR i Burlington WA 7.350 s Jul 18 20 i2 MiTek I�dustries,inc. 'iue Jul 31 17:33:04 2012 Page i ID:MjqOrsKl4aSJprcruyoR07zT81J-uZ8?BusAcANJFPm?FqusCel rBeQbAhOysON2UYysS8z -�-io-o ;-�: rio-o �-s-s s�a�_,:,a.o 3n7= 3 4 3x7% 1N 2.83 12 3x7� � l I � 3x7� 5 � Sx7; r 0.5.�0 lo I� i � � � �\ ,N �`1 � �✓� . 1� 1 . ... �.64 i 7oJ �_g.c Plate Offsets(XY)� '2:0-3-10 Edqe' (3�0-1-80-1-8� LOADING (ps� SPACWG 2-0-0-- I CSI DEFL in Qoc) I/defl L/d i PLATES GRIP TCLL 30.0 plates Increase 1.15 TC 0.29 Vert(LL) -0.11 2-4 >872 360 ! MT20 220/195 (Roof Snow=30.0) � Lumber Increase 1.15 BC 0.00 I� Vert(TL) -0.14 2-4 >687 240 BCL�L 0.0 ' j Rep Stress Incr NO � WB 0.00 Horz(TL) -0.00 4 n/a n'a BCDL 7 p Code IRC2009/TPI2007 (Matrix) , Weight:24 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross Ibracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS (ib/size) 4=2801Mechanical,2=448/0-4-15 (req.0-4-15) Max Horz 2=90(LC 5) Max Uplift 4_-106(LC 5),2=185(LC 5) Max Grav 4=338(LC 2),2=476(LC 2) FORCES (Ib)-Max.CompJMax.Ten.-AII forces 250(Ib)or less except when showr,. NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gabie end zone; cantilever Ieft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL ASCE 7-05;Pt=30.0 pst(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)'This truss has been designed ior a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 4=106,2=185. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections 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)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall �� ,/ verify that this parameter fits with the intended use of this component. �1 • �' 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. ,�,�� >, ��,j„ -1�, LOAD CASE(S) Standard F� � �, ! � J � �� r��f q1, IS49�s�, `�u ,i�,� ss��).��,`AL Cr� August 1,2012 �'.� �S€6I27�IING-Ve�-;fy desigrz parmrzet�arzd Rc.SD NOT�S ONTHIS AtJL37N'i.UD%P RSITEKR^eFr^.Fi.:;N�.E?�GE 1127f-7473 E�FC3i2£USE. ' �� . �I, Design volid for use only with MiTek connectors.T'�is aesigr�is based only uoon parameters shown,and is for an i�dividuai Cuiiding componen?. ��.' � ; I P,�piicabwl�or d>�an p�rametars and prope�mcorporation of componeni is responsibility of buiiaing designer no`}russ designer.Brocing sho�� '� . �, is tor taterai suppori of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of ihe '�� R��Tek� ��. erector. Aoditional permanent bracina of the overall structure Is tne responsibility of the building designer,For general puidance reaading � !\�! I � fabrication,quelit��conirol,storage.delivery,erec�ior anC bracing,consul'ANSI/TPII 4uality Criteria,DSB-89 and B:SI 8uilding Component ' i;;i GreencacK Lane.Sui12 709 j ' SaGety Informafion avallable"rrom Truss Plate Institute.781 N.L=e SYreet Suite 312,Nexantlna,VP,�2314. I Citrus Heiah[s,CA,°5610 � � tl Southsm Pine(SP orSPp)lumber fs specified,the desion values are these effective 06/01/2012 by ALSC or proposed by SPIB. _ _ --- _ -- -- ----_ ___ ____- _ __ _- - -- _ _------ _-- __ - _ . -r.:s_ � �-uss }�pe � .:�y =�, , i;��,Of✓�A r��P�=,. �l9 Ro J ' R34922916 � I 96939 J22 I ROOF TRUSS II 3 i 1 I ' ' j �I �IJoG Reference(optionall �� The Truss Co.!Tri-County Truss, Sumner WA/�ugene OR/9urlington WA 7.35G s Jul 18 20�2 MiTek Industries,Inc. Tue Jul 31 17:33:04 2C?2 Paoe 1 ID:MjqOrsKl4aSJprcruyoR07zT81J-GZS?BusAcANJrPm?FqusCel uC�.eQ9AhOysON2UYysSBz -5-0-0 �-i ri� 2-0-0 i-o-o i-i��-i� o--s Scale=1:11.3 a � I 5 n� I � I 6.00 12 2 "�' I Im 1 a. � Io � - --- s 3x4= 2-0-0 2_0_0 � LOADING (psf) I SPACWG 2-0-0 � CSI DEFL in (loc) I/defl Ud �I PLATES GRIP TC�L 30.0 Plates Increase 1.15 � TC 0.08 Vert(LL) -0.00 --2 ->9°9 360 MT20 i85!149 (Roof Snow=3G.0) �I Lumber Increase 1.15 BC 0.03 I Vert(TL) -0.00 2-4 >999 240 � T�DL 8� � �ep Stress Incr YES , WB 0.00 ' Horz(TL) -0.00 3 nia n,�a � BCDL 7.0 i Code IRC2009/TPI2007 (Matrix) ; i Weight:o Ib FT=1E°o LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross I __ __ _ _ , bracing be i�stalled during truss erection,in accordance with ! I Stabilizer Instaltation guide. j REACTIONS (ib/size) 2=187l0-5-8 (min.0-1-8),4=13/Mechanical,3=51/Mechanical Max Horz 2=62(LC 7) Max Uplitt 2=-68(LC 7),3=-22(LC 7) Max Grav 2=188(LC 2),4=32(LC 4),3=53(LC 2) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)W ind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MW FRS(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;PT=30.0 psf(flat roof snow);Category II;Exp C;°artially 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 30.0 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 recta�gle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refar to girder(s}for truss to truss connections. 8) Refer to girder(s)for truss to truss connections. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(sl 2,3. 10}This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The buifding designer shall S. T) verify that this parameter fits with the intended use of this component. � • �' . 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �P�' h i R G�r �� l'�n LOAD CASE(S) Standard `� ',%'� � � � R � `� � ��!'�.; L�ISTC��' �r, �'�j��.?�.�i L t?"�, August 1,2012 . �W&RHING-Geri%y desion parumeters and REBD NQTES ON I`XIS 21+ID I�LUDF.D 112(T"'.cA ieF.:ERENCc^?9G.^&III�'7473 T'�r ORE C7SE. ��. Desgn vali�for use oniv wdti M�Tek conneciors.ihis design is besed only upon parameters shown,and i.tor an individua;buiiding componen;. . �� Appii�abili��of desiQ^parameters and procer incorpora}ion of component is responsioiiity of builai ig designe�-not truss designer.Bra i� shown . , ��.. is for lateral suppor}of indiwdual web members only.Additional temporary bracing to insure siabiliry during conshuciion is the responsbillity of the , p/{ T t, I �� erecro� Additional perma�ent bracing of ihe overall structure is ihe responsibillty of ihe b�ilding designer,For general guidance regarding ' FV I�leic I ' robrica4or.ouolity contro�,storoge,del'Nery,erection ond brocing,consul!ANSI/TPfI auali'ry Cntenq D56-89 and BCSI Buiiding Component 7'77 Greenb2�k Lane,Suit2�09 � . Saiety Informaiion ovoilabie frorr�Truss Plate Institute,781 N.Lae S'ree',Sulte S�2,Alex�naria,VA 2314. �� Cicrus Heights_CP.,95c"10 I � I!Southem Fine(SP or SPp)lumber is specified,the design valu=s are thQSe sfi2etive 06lOV2072 by ALSC or pr000sed by SPIB. � -- _ __ __ --- _ _ ___ __--- _ _ _ _ _ -— _ ---- - - _ - -- _- �., . ��.�� ..�� y�e �� -iy �, �A�,GNi„rcOPLE��i i9 R6 196939 J22A I ROOF TRUSS '� � ' r,34922917 I • ,Job Reference(optional� — The Truss Co./Tri-Counry Truss, Sumner WA/Eugene OR/Buriington WA 7.350 s JuI�8 2012 MiTek Industries,Ina Tue Jul 31 17:33:05 2012 ?age 1 ID:Mja0rsK14aSJprcruyoR07zT81J-kIiNOEtpNUVAIZLBpXP5ksa3D2mOv7e5527b1%ysS8y -i-o-o i-i�_,, z-P o ' ;_o-o �-��-�, a�'� sr�e=,:s2 3 I 5 / � 4.00 12 I � 2 ��, � � j� I �o i 3x4= ..—_. ...—__ . i , . i _. . ..-_- ....._ I ...._.__. 4 2-0-0 2-G-G LOADING (psf) I, SPACWG 2-C-0 � CSI �� DEFL in (loc) I/defl U PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/148 (Roof Snow=30.0) i Lumber Increase 1.15 i BC 0.03 i Vert(TL) 0.00 2-4 >999 240 �CDL 8� Reo Stress Incr YES W3 0.00 I Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ` � Code IRC2009/TP12007 (Matrix) �� ; Weight:6lb FT=169b BCDL 7.0 I LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ _ I MiTek recommends that Stabilizers and required cross . ! bracing be instalied during truss erection,in accordance with � I_Stabilizer Installation guide. REACTIONS Qb/size) 2=186/0-3-8 (min.0-1-8),4=13/Mechanical,3=53/Mechanical Max Horz 2=41(LC 5) Max Uplift 2=-71(LC 5),3=-18(LC 5) Max Grav 2=186(LC 2),4=33(LC 4),3=54(LC 2) FORCES (Ib)-Max.Comp./M�.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp C;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-�5;Pf=30.0 psf(flat roof snow);Category Ii;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4j This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 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 ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Refer to girder(s)for truss to truss connections. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 10) This truss is deslgned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25,which is used to caiculata the total load deflection. The building designer shall verify that this parameter ffts with the intended use of this component. ��,R S. �, 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. A�' C'��,. l . LOAD CASE(S) Standard '�k� � `�� '�> �"{. -- � � 7 � 6 . ,�:� ��/'�,��'CtST£�t'��;w' S{rj?�AL 1,�. August 1,2012 �WBRNfNG-Verzf_u Qesiga para�neters and Itr AI�NOT'�'_..S'ON Td7.BTvD ZNCLJDF:£)hIITEFi RF,i�EkF,NCE PAGv hZ77-7473 BP:POicE G'SE, i �� Design valid for use only with M iek connectors.ihi;dasign is besed onlv upon oorameters shown,ond is for on individual b��ldino component �, � . ApplicabiliN of tlesgn paramete�s and proper incorporation ef comconent ia responsiodm�of buiiding desianer-noi truss designer.Bracing snown . is for lateral support o�individual web members only Additiona;temporary brao;ng to Insure s}aoility during conshuctior�is}he responsibilllt��of the ��. p� `, '� erector. Addltlona:permaneni bracing of the overali struclure is ihe responsbilih�of the buiiding desianer.For general Qwdance ragardino ', tYC�TeI�� rabrication,quali.ry coMrol,storoge,defrvery,ereciion ond brooing,cons�lt ANSIlTPI7 Quality Cntena,DSB-89 and B�."51 Buiiding Component � 7i,7 Greenback Lane.Su1cF�09 '� Safery Information available from Truss Plate Institu�e,'&1 N.Lee Street,Suite 312,Alexandric,VA 22314. ' Cnrus HeiaMs,CA,956 i 0 �' � i N Southerr,Pine(SP or SPp)lumbei is specified,the desian values are tnose eiteaive 06l01;2ot2 bv ALSC or proposed by SPIB. I � .,c , i r �� i i r,:�s �e .) 'i) TACONiA PEOPL�o'19 n6 � ' � R34922918 '• I96939 'J24 ROOFTRUSS 3 � 1 ' i • I � IJoo Reference(ootional� I The Truss�c.Tri-Counry Truss, Sumner WA i Eugene OR i Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 3i 17:33:06 2012 Page� ID:MjqOrsKl4aSJprcruyoR07zT81J-CxGlcauR7od�ViwNMEwKH36BdS6deauFJis8ZRysS8x -i-o-0 2-o-c a-i i-i i � �-oo ao-o rii-i1 ' soaie=,:ns 3 J 1� i � 6.�,2 _ � � � ;� �- � I � � __ -___ ' � , ; !__. __ 3x4= 4 2-0-0 2_�_� � LOADWG (psf) I SPACING 2-0-0 � CSI DEFL in Qoc) Vdefl Ud ' PLATES GRIP TCLL 3Q0 i Plates Increase 1.15 i TC 0.29 Vzrt(LL) -0.00 2 >999 360 ' MT20 185/14E (Roo�Snow=30.0) �i � I � TCD� g.p Lumber Increase 1.15 i BC 0.03 Vert(TL) -0.00 2 4 >999 240 BCLL 0.0 ' �ep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nia n'a BCDL 7.0 Code IRC2009/TPI2007 � (Matrix) � �� Weight:9lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or�0-0-0 oc bracing. _ _ __ _ MiTek recommends that Stabilizers and required cross I bracing be installed during truss erection,in accordance with i Stabilizer Installation guide. REACTIONS Qb/size) 3=137/Mechanical,2=252/0-5-8 (min.0-1-8),4=13/Mechanical Max Horz 2=99(LC 7) Mau Uplift 3=-66(LC 7),2=-78(LC 7) Max Grav 3=153(LC 2),2=256(LC 2),4=32(LC 4) FORCES (Ib)-M�.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) t)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gabie 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=30.0 psf(flat roof snow);Category II;Exp C;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 five load of 16.0 psf or 1.00 times flat root load of 30.0 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 wiih 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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uolift at joint(s)3,2. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and desian of this truss. 1 1)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shali verify that this parameter fits with the intended use of this component 121 All dimensions given in feet-inches-sixteenths(FFIISS)format. ��, • S'Tf�'G, ' �� LOAD CASE(S) Standard f �� . ��f•'l�i � � - �� O ,ti r��ISTY:C�E.� \-r~, S ,�CS S/�,'�AL�-•. August 1,2012 �, �W9RHING�Ve�i fy design paramefess and�NOTES Oti T737S 91�D INCiUD�hPTEFi REFER%NCE P9Gc A777-7�73&Ef'UFcE C7SE. '��, �� '�. Uesign voli�for use only with MiTek connactors.This design is basec only upon parometers shown:o�;id is for on indivitlual building component � � 4pplicablliry of desig�parameters and proper incoroorafion of component!s responsibiliry of builtling designer-not truss desianer.Bracing shown � �� is ror laterol support of individual web members oniy. Additiono:tamporory bracino to insure siobility during construction is ths respons�billity of ihe �� k�T [, �. erecior. Additional permanent bracina of ine overol;siructure isihe resoonsibilirv of ihe building desiane;."ro;g2n�rai guidanoe regardina ; tYt�I�I� I, � febricaiion:qucliiy conho:,siorage,d2liven�,ereotion ond brocing,cor.sult A�SI/TPII 4uality Critenc,DS6-89 and B;SI 8uiidino Componenf 7T�7 Greenback Lane.Suire 7 C9 ' ', Safety Information availaole rrom iruss PI-�Te Instituie,781 N.Lee Streei,Suite 312,Alexanaria,VA 22314. � Ci[rus Heights,CA.956�0 � � I�Southem Pine(SF or SPp)lumber is specified,the design values are those efiecffve 06/0 i;2012 by ALSC or oroposed b��S°I6. �� j -- _ -------- ------- __ - _- _ _ - -- _ _ _ ---__ „� , ��r,:�,; ;r�ss i yF,� r P) i A�,Olv�ti _OP�� , =f� � J� � R349229191 I 9E939 'J24A ROOF TRUSS I2 1 , ' • Job Reference(optionall The Truss CoJ Tri-Couniy Truss, Sumner WA l Eugene OR!Burlington�1iA 7.350 s Jul 18 2012 MiTek Industnes,Inc. 7ua Jul 31 17:33:06 2012 Fage� I�:MjqOrsKl4aSJprcruyoR07zT81J-CxGlcauR7od1 ViwNMEwKH363YS6deau�JisBZRysS8x -1-0-0 2-0-0 3-1�-11 S-O-O 2-G-0 1 11-11 Scale=1:133 3 j � l� In / �° 4.00 t2 � 5 i � � � I 2 � �M � I � . . �3x5= .—___-_.__. . .. . . . I i i II', �' .. . . .___...__._.... q 2-�-0 �— 2_0_0 _— i LOADWG (psfl SPACING 2-G-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 i Plates Increase t15 ' TC 0.30 Vert(LL) -0.00 2 >999 360 MT20 185'148 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.03 Vert(?L) -0.00 2-4 >999 240 � BCLL QO ` Rep Stress Incr YCS WB 0.00 Horz(TL) -0.00 3 n/a n/a ! BCDL 7,0 I �oda IRC2009,'TPI2007 (Matrix) i Weight 91b FT=1S% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 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 I, Stabilizer Installation uide. ; REACTIONS (Ib/size) 3=138lMechanical,2=251/0-3-8 (min.0-1-8),4=13/Niechanical Max Horz 2=66(LC 5) Max Uplift 3=-56(LC 5),2=-87(LC 5) Max Grav 3=153(LC 2),2=256(LC 2),4=33(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.Ii;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical lert and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=3Q.0 psf(flat roof snow);Category II;Exp C;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 psi or 1.00 times flat roof load of 30.0 psf on overhangs non-co�current 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. o)'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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 9)This truss is designed in accordance with the 2009 Internatio�al 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) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building d2signer shall veri"ry that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format ��1�,R S. �,� � J ��' LOQD CASE(S) Standard e A�,�� •ti✓, � � � � � .v ?�r ��OT 64� �, �S.S/�,�'AL��`` August 1,2012 i �,L#'�r2�47FIG-I'er�ify design�+arm.reEzrs¢n�' 'h�fF i1 NOTES ON TH758ND FNCi.UDSD AaT^c,K22c.F'F.R=NC'£F9GE hLr7 747?.BF.FDRE"uSE. ', �� Design valid for use only with MiTek connecto�s This aesign is based only u�on perameters shown,ond is for an individual bwldi�g component. '� �� .. Applicabilit��of desiqn parameters and proper��orporation of component is resaonsibiliYy o-.`building ciesigner-no'iruss o2sign=r.Bracing shown �� , '�. is ior lateral support of lndividual w2b members only Aaditional temporary bracing to insure stobility during construciion is 1`�e responsibilliN ef th� . . erector.Additionol permoneni bracino of the overal:siru�turF is the rosponsibility of!ne buiitling designer.For generol guidonca rsaarding Nf iTek�� . fabrication,ouality controL sioroge,tlelivery,erection antl brocing,consuC qNSVTPiI 9uality Criteria,DSB-89 ond BCSI Building Componenf , 7Ti-7 ureenbsck Lane_Suite�OS � Sa"ret��Informanon available from Truss Plate I,�stilutE,78?N.Lee Srr=e*,Suite 312,Alexandria.VA 22314, i Cttrus Heights.CA 35610 � � K Southem Pine(SP orSPp)lumberis specitiec;the dasign values are tnose effective O6/OV2012 by ALSC orproposed by SPIB. � � -----_____ --_-_ _ __ _ __-- _ - --- _ - ------ - - -- _ _ _ __ _ - - __ _ •_t� , i;us� u�� pe :ry i�v ' A�UIJ�A _vPLtd� �,9 Ho R34922920 I96939 J26 I ROUr TRUSS ;2 1 I ' � � �Job Reference(optional) � The Truss.;o.'Tri-County Truss, Sumn�r V�'A;Eug?ne OR/Burlingtor WA ;.350 s,iu!18 2012 MiTek Industries,inc. Tuz Jul 31 �7:33:G7 2012 Pa�e 1 I D:Mj qOrs KICaSJ prcruyo R07zT8IJ-g7q7pwu3 u5ltesVawyRZq Hf ETs RsN 180YM ci 5tysS8w . -1-0-c 2-0-0 5-11-1t � t_a-0 ' 9G0 � 3�111 . ScaW_=123.� 3 � lo � � 6.00 t2 ��.. 5 li � ia I I 2 i II r1 ../ i,� �.. d � I I _�' -- -��-�� 3x4= 4 2-G-0 20-0 �OADING �P530.0 SPACING 2-0-0 � CSI i DEFL in Qoc) Ildafl Ud �� PLATES GRIP Plates Increase 1.15 T� 0.80 Vert(LL) -0.00 2 >999 3oC I MT20 185,'148 (Roof Snow=30.0) I Lumber Increase 1.15 �� BC 0.03 Vert(TL) -0.00 2-4 >999 240 '� TCDL 8.0 SCLL 0.0 ' i Rep Stress incr YES V�B 0.00 , Horz(TL) -0.00 3 nia n,�a B^DL 7.0 Code IRC2009./TPI2007 (Matrix) Weight:121b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly appfied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ _ _ _ MiTek recommends that Stabilizers and required cross � bracing be installed during truss erectio�,in accordance with I I Stabilizer Installation guide. REACTIONS (Iblsizej 3=217/Mechanical,2=324/0-5-8 (min.0-1-8),4=13/Mechanical � Max Horz 2=136(LC 7) Max Uplift 3=-105(LC 7),2=-94(LC 7) Mar Grav 3=253(LC 2),2=334(LC 2),4=32(LC 4'� FORCES (Ib)-Max.Comp./Max.Ten.-Ail forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp C;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-Q5;Pi=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater ot min roof five loao of 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(sl 2 except Qt=1b) 3=105. 9)This truss is designed in accordance with the 2009 Internaiional 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) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ��,R S_ ,�,. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��' _ C'�' � �. �- LOAD CASE(S) Standard '��' z, '1� � � - r� �, ,� ��.�� v /� t�lSTGR '� f�sl��AL��1 August 1,2012 � �WSIWING�tiazTS�rsr4n parczmeet�and FF.&D N07��Ir:H758ND IHCiJDiP MIZ'EZi R£i�EkSN�'E F9vE h�7473 Bc.FURE USE. �' � � '?esiqn valiC tor use enlY With MiT=k connecta.s.lhis oesign is bas- 'only upon parameters snown.and is tor an indivioual buildi�g comoonent. I I' . Applicabiliy or aesgn parameTers an�proper incorporofion a'compooen'is responsibilih�o`buiiding designar-no�iruss desione• Brocino shawr: �' ! . is for laieral support oi irn7iviaual web membsra only._Additional Temoorary bracina to insure stability durina construciion is ihe respor.sibililty of the '�. � I ' ereoto�. Additionaf permanent bracino of ihe overall structure is the respons�billn�of the building dzsignec For general ouidance regardina !�f i�ek �; i��rioetion;quolit��contro!,storc,e,aeliv=��,erec}ion o��brxing,co�s�l'qNSUTPII 9uohh�CriTena,DSB-89 ond BCS!Buiiding Component - 7�?Greanba�k Lane,Suile�0� � Safet��Infom�ation available from Truss Plate Instituie 781 N.�ee Sheet,S�.te."s12,Alexondrio,VA 22314. i CHrus Heiahts,CA,35610 I �_ tl SoJthem Pine(SP or SFp)lumber is specifieC,the d=sign value�are tnose etiective 06�01/2012 by ALSC or oroposed by SP!B. '� _ _. -_ _ __ -- __ -- -_ -- - - _ __ - -- - --- -_ --- -- _ _ __---_ _ _ ,'�c • ��:� �-us �y,- - - .)' '�Y � iACGIviA°_�P�c,�31i9 rt6 � � �� I96938 J26A ROOF TRUSS 1 i � R343229_1 ' � � Job Reference(opiional) �� The Truss Co.!Tri-Couniy Truss, Sumner WA i EuqanE OR:Burlington WA 7.350 s Ju!�8 2012 MiTek Industries,Inc. Tue Jul 31 1733:0-2012 Paoe� I D:MjqOrsKl4a SJp rcruyoR07zT81J-g7q7pwu3u51t6sV awyRZq Hf E DsRsN 180YMci StysSBw 2-0-o s-i,-,� 2-0-0 � 3-11-�� Scale_123.7 2 i �o t 6.00112 y I- �h' i .� I ,,,�. . .. ... . . _ ....__. . I y , 3xe- 3 2-G-0 `[-G-O LOADING �psf; � � �i �— TCLL 30.0 � SPACING 2-0-0 CSI I DEFL in (loc) Vdzfl L/d �i PLATES GRIP (Roof Snow=30.0) lil °�ates Increase 1.15 TC 0.81 Veri(L�) -G.00 1 >999 360 NiT20 185/148 TCDL g.p , Lumber Increase 1.15 BC O.C3 VertjTL) -0.00 1-3 >999 240 � B�LL O.G * ,' Rep Stress Incr YES i WB 0.00 Horz(TLj -Q00 2 n/a n!a ', BCDL 7.p ' Code IRC2009/TPI2007 I (Matrixl !i i Weiaht: 10 Ib FT=16°a LUMBER BRACING TOP CHORD 2x�HF No.2 TOP CHORD Structural wood sheathing direcily applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ i MiTek recommends that Stabilizers and required cross Ibracing be installed during truss erection,in accordance with � Stabilizer Installation guide. REACTIONS Qb/size) 1=237/Mechanical,2=224/Mechanicai,3=13/Mechanical Max Horz 1=112(LC 7) Max Uolift 1_45(LC 7),2=-110(LC 7) M�Grav 1=243(LC 2),2=250(LC 2),3=32(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NQTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Qow-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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearl�g plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 2=110. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced siandard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25,which is used to cafculate the to,al load deflection. The building desianer shall verify that this parameter fits with the intended use of this component. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. ' LOAD CASE(S) Sta�dard `�nt,�S �G��• e� �,,. � ,� ��- �:`, , c �� 1 J �� /� ti '_lf� �i�J STLI`�.�.,.�� l�Stt�.:\�.�L��`� August 1,2012 � �[$3RIIINt`i-Verify desi_qri parmreeters and.RE&C1 NOT£S ONTXISBMt INCLUDED III3FKn^E�'EF�ENC£P9GEh1T.r-747:Br.=OR�USE. �'� D°sign valid for use only with MiTek connectors.This design is based only upon parameter shown,and is for an individual buildino component �� i� !y�pii�obility of aesign parameters and proper incorporation of componen5:s responsibiiitl of building designar-noi truss desioner.Bracing sho"m ��. i �, is for lateral support or individuei web memb=rs only. Additional temporory braang to insure siabilii��tluring cor.struction is ihe responsibiliity of ihe �q T {� � � erector. Additionol permanent bracing of the overall structure is ihe respons�bility of ihe building designer.For general guidance reQartling �� [Y1�teK� I tabricafion,ouolity coniro!,atoroge,delivery,a�eo,lon ond brocing,coosult ANSI/TPI1 9uality Griteria,DSB-89 and BCSI 8uildno Componenf 7777 Greenback Lan2,Suite 109 , SafeN, Inforznation available from Truss Piate Insti�ute,78 i N.Lee Street,Suire 312,Al=xandria,VA�2?14 � Citrus Hei nts,CA,95610 � Y Sou[hem Pine(SF or SPp)lumber is specified the design velues are those effective 06/OV2012 by ALSC or proposed bv S�B � 9 ----_ ___ _ __---- ----- - -- ------- -__ ..�� , i-�5� '_ - -- - __ __ __--�- --- ----- �� . - -- ��--------� _ �i n�.ss i�pe :,ic) �°:' �A.;OI✓�;,P�U�tE��o i i� R6 �— � I96939 ,J52 ROOF TRUSS �2 � ', R34922922 � � � � ' � ;Job Reference(optionaq Tn2 i russ Co.!Tn-County Truss, Sumner WA%Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Ina Tue Jul 31 1733:08 2012 Paoe 1 I D:Mj qOrsKl4aSJ prcruyoR07zT81J-8KN VOFvhfPtkk04mU1zoM UCaC uj V6UOXn0 LFeKysS8v �-o-o i-i i-i� -_6_� � �-0-0 1-tt-tl ' g_g_5 .. Scale=1:122 3 I4.�i,2 5 k � � 2 ,I� �; ;i � lo 3x4= < . . .. ._____--—_..� . . I . 5-6-0 —_ 560 LOADING (psfj SFACING 2-0-G ��i CSI �� DEFL in Qoc) I/defl Ud � PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.09 VeR(LL) -0.05 2-4 >999 300 MT20 185,�148 (Root Snow=30_0) ' Lumber Increase 1.15 BC 0.2c I Vert(T!) -0.09 2-4 >6E9 240 BCL�L p,p x ' Rep Stress Incr YES , WB 0.00 Ho,z(TL) -G.00 3 n;a n/a � BCDL �,p � Code IRC2009/TPI2007 (Matrix) � � Weight:101b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. __ ___ MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with Stabilizer Installation guide. i REACTIONS (Ib/size) 3=41/Mechanicai,2=220/0-3-8 (min.0-1-8),4=37/Mechanical Mvc Horz 2=41(LC 5) Max Up(ift 3—13(LC 11),2=-63(LC 5) Max Grav 3=42(LC 2),2=220(LC 2),4=90(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25tt;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed tor greater of min roof Iive Ioad of 16.0 psf or 1.00 times flat roof load of 30.0 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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by oth2rs)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 9j This truss is designed in accordance with the 2009 Intemationai Residential Code sections R502.11.1 and R802.10.2 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) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��h,[.R� n,G� LOAD CASE(S) Standard e� , 1� �" �'� � '�. i � � J 'Y :� Jf�, f Ci�STE�� ;`T, �S`S�C�?�a L��`�, August 1,2012 ! �WBRTTING�Verifif deszan�arameters mxd F1��NOZ'E�6tv:HIS gNP IbTGi.�ULc^Ci Id7T'BKPcEF'�%Kc^NCE P�GE h�i7�7473 SEPpTiE iISE. �� I Design valid ror use only with Miiek conne,^.'ors This pesiq^is oased only uqon parameters s�own.and is for an individual building compenent. '� � ,4�;�plicabili'��of dzsign porometers and proper incorporatio�o`:co-nponanf is responsibiiity of buildina aesign2r-not truss designer.Braang snowr� ' � � �-for Iateral support of individuo.web members only. Addihonal temporary braang ro insure siabiiity during consYruction is the responsibillit��of th2 ' e `iTe�.. I �, erecio. Additlonal permanen?bra inq o`:ihe overall siructure is the resoonsibility of the building designer.For general gultlance regarding �' E� � fabncation,qua!ity control,sfora�e a liv�ry,z-ectior:on.�'.bracing,consult ANSVTPIi Buality Critenq CSB-B9 and BCSI Building Component 7i?;Graenoack Lane.Sune 105 , Saiery Infortnation w�ilobie from Tr,..s Plate Institute,781 N.Lee STreet,Suite 31?,Alexaodric,VA 22314. ' Citrus Heignts,"A,95010 � tl Southem Pine(SP or SPo)lumber is specified,the design values are those effective 06/01l20�<^by ALSC or proposed by SPI6. �i — _ _-- __ ___ _ __ -- -- —-- -- --- _ _ ,_ �r�.s -ru�� ,; �2�y-- r��-- � —k;ONi4 r'�O°i".,iiS��6 !96939 !J54 ROOF TRUSS �f 2 ' � I R34922923 � II I Job Referenoe(optional) I The Truss Co./Tri-County�russ; Sumner WA/Eugene OR!Buriington WA 7.350 s Jui 18 2012 MiTek Industries,Inc. Tue Jui 3 i 1?:33:OS 20�2 Page i I D:MjqOrsKl4aSJ prcruyoR07zT 81J-d W xuEbwJQj?bMAfy2N U�vi ki F�3kaeh?fSpAmysS6u =�-0-0 3-1�-�; 5-6-0 1-0-0 ' 3-11-�t i-6-5 Scale=1:13.0 3 4.00 12 i � � I 2 1 � � � I i c� ;o 1 ________.____.. � 3xa= .. .._. 4 ✓ � _. ._.. . ._ ._......... . 5-o"-G 5-6-0 LOADING (psf) SPACING 2-0-0 � CSI DEFL in (loc) Ildefl Ud � PLATES GRIP TCLL 30.0 Piates Increasa 1.15 ?C 0.27 Vert(LL) -0.C5 2-4 >999 360 MT20 185,'148 (Roof Snow=30.0) ��i Lumber Increase 1.?5 � BC 0.26 ' Vert(TL) -0,09 2-4 >669 240 TCD� 8�0 � Rep Stress Incr YES � WB 0.00 �� Ho;z(TL) -0_00 3 n/a nia BCLL O.0 ` Code IRC2009.!TP12007 /lvtatrix) Weight:13 Ib FT-1640 BCDL 7.0 ' i LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection;in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=�31/Mechanical,2=282/0-3-8 (min.0-1-8),4=37/Mechanical Max Horz 2=66(LC 5) Max Uplift 3=53(LC 5),2=-78(LC 5) Max Grav 3=145(LC 2),2=287(LC 2),4=90(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less exc2pt when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(fiat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been conside�ed 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 30.0 psf on overhangs non-concurrent with other liv2 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 design2d 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) Refer to girder(s)for iruss to truss connections. 8) Refer to girder(s)for truss to truss connections. 9) Provide mecha�ical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 10)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-;igid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12j This truss is designed for a creep factor of 1.25,which is used to calculate th2 total load deflection. The buildino designer shall verify that this parameter iits with the i�tended use of this component. ��ER S. rf�, 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. ee-�' _ � � ��. LOAD CASE(S) Standard �� . `� C � ' � � l '�' r�i.r,�'�C,�ST[��- �� 1 `�SS�Cj,'�4 L l��> August 1,2012 '� ,�A�3RNING-Y'erzfg d<siqn.�arat�r�ers and RF.fD NOTE.�'ON THIS 9N➢IIJCi..UDtD DIITEK^ r F'.RcNCE PBGt 1fIIT-74 3 SF.i OF�c^C7$�. . �� I Design valid"ror use only witt�M�iak coone tors 7his oesian:s based onl��upon poromet rs showr�,and is ior an individua:bu'Idi�o com�onen'.. . � I Applicobuiiv of dedan oorcmeiers onc orope.inco:poratior,o`:compo�ent is rasponsioift��of builtli�g oesignzr noi truss aesio�..r.Brocing sh�wn , r ror latera'support of individual web memoers only. Hddrfional temporary br�cing to ins.�rz siabiliry during construcfion is f�e responsibilliry o�ihe , g� E,- ' erecto;.Additional p�rmanent bracing of the overall struciure Is the respons�bllity of th2 building dasianer.Fo-eeneral g�idance reparding � tiFl��lc ' febrlcation,auolin�controL storage,deiivey,erection and brocing,consu;!A�SI/TPI1 Qualiry Cnteria,D56-89 and BCSI Building Component n;GrzenbacF;Lane,Sune 109 � . Salety Intormation available frorn Truss Plate Institufe,781 N.Lee SireeT,SuiYe 312,Alexanario,VA 22314. � Cicrus Heigh[s,CP.,9b6�0 ' Y.Southem Pin2 fSP or SPp1 lumbsr is spe.;ified,the design values are those effe�tive 06lO V2012 by ALSC or pronosed by S°IE. �_. _ � _- ---- ---- - ---- -- --- -------- __ _ ---- _ --- - --_ _ - - _ _ _--- �.,_ i russ �i ��_ ��yp= :.�-y i.' i k�;Gl4'i'r P��PL"�i � �c � � ^n34�22924 ! �96939 'J82 I ROOF TRUSS �3 i 1 � � �� i I (Job Refere�ce(optional) ' The Truss Cai Tri-County Truss, Sumner WA!Eugene OP./Buriington WH 7.350 s Jul 18 2012 MiTek Industries,Inc. 7ue Jul 31 1'_33:15 2012 Page 1 I C:MjqOrsKl4aSJp roruyoR07zT81J-Rgl9 Uf_40Zmi45660db R8z_mC465F�ZObY7N�ysSBo -�-0-0 b�1-t1 B-0-0 ' 1-0-0 ' 1-7t-71 ' 6-0-5 � Scale=1:16.7 3 6.00 t2 5 2 �� , �� I� 4 I 3X4= 8-0-0 800 LOADING (psf) ; ' SPACING 2-0-0 CSI DEFL in Qoc) I/defl Ud PLATES GRIP T�LL 30.0 p{djes Increase 1.15 I TC 0.11 Vert(LL) 0.00 2 *'*' 360 I�T20 185/148 (Roof Snow=30.0) Lumoer Increase 1.15 � BC 0.26 I Vert(TLj -020 2-4 >464 240 ' ��'�L �� Re Stress Incr YES WB 0.00 ' Horz TL -0.00 3 nia n/a BCLL 0.0 ` p � � BCDL 7.0 Code IRC2009/TPI2007 I (Matrix) Weight:131b FT=7o% 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 appfied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross I bracing be installed during truss erection;in accordance with i � Stabilizer Instaliation guide. � REACTIONS (Ib/size) 3=32/Mechanical,2=246/0-5-5 (min.0-1-8),4=54/Mechanical Max Horz 2=62(LC 6) Mvc Upfift 3=-20(LC 10),2=-54(LC 6) Max Grav 3=33(LC 2),2=246(LC 2j,4=54(LC 1) 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 C;enclosed;MWFRS Qow-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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 8)This truss is designed in accordanc2 with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The ouilding designer shall verify that this parameter fits with the intended use of this component 11) All dimensions given in feet-inches-sixteenths(FFIISS)format. ��tij�.K S- �:C LOAD CASE(S) Standard e� � ; �� : � F f � ��i,� ��\C;O�R�•� �~ � <�S��j?�.4 L Yr`�'� August 1,2G12 �� W�.RHING-tierzfy desi_qn�arame.�and Rc.&D NOTES'ON THIS BI�INCLUDr:D hLT1 EKftE.�`ER�NCc P.9irE hll.r�7473 B�F6RE USE. � �� . Design valid for use only with Miiek cennector<_.This oesian is based only upon oaram=ters snown,ano is for an�r�dividua'building comoonent. '��, �� Applicabiliry of d=sign paramet=rs and proper incorpo�ation of componenT�s responsibility of buiidi�g desigr�e no'trus:.desig�er.Bracing snown . ��. . is for lateral supporf of individuol weC members only. Additional iemporar�oracing to insure stability du�ing consiruction is the responsioillity of th= ��. R�7 {�- '�. arecia. Nddiiiono!�rmanant brocinp of The overoll structure is tne responsibility o.`the building oesigner.For oaneral auidance regording IYi(fel�. �� fabricatlon.quaiih�controL s*oroge,delivery,erecilon and brocmg,consul�ANSI/TPIi Quolity Criierio,DS8-84 and BCSI Building Componen? 7�7 Green6ack Lane,SuHe i OS I i Safe'ry fnformafion available from Truss PIaTe Institute,781 N.Lee Sireef,Suite 312,Alexandria,VA 22a14. ' CRrus Heights,CA.�5^010 ' K Southem Pine(SP nr SPp!lumber is spedfied;the desipn values are[hose effe�tive 06/OV2012 by A_SC or proposed by SPIB. � I _--- --- - ------. _- -- --- — _. ___ _ _____ _ __ —--. _ _ -- - _ -- __ ___ _ o„ . -r,.s. - 'Truss ��ps �ry °� iA�,OIJI� ��FL��i'i9 Rc R34922925 'I �96939 J84 i ROOF TRUSS 3 1 �I t � I � i Job Reference(optionall The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Jul 31 '7:33:tE 2012 Page� I D:Mj qOrs KI4aSJprcruyo R07zT81J-vssXi_?insuch FnIyL6ghAXvp USK_6Mj cFHgwsysSBn -i-o-o �-i i-i i s-o-o � t-0-0 ' 3-11-'.l ' y-p-5 Scale=�:1 e.8 3 � i fi.00'I12 5 2 i - � l 1 m .....__.—. ...___. . . . .. � i i In 4 .____�. ..... . 5[C= B-0-O &0-0 �OADING �P530.0 SPACING 2-0-0 ; CSI � DEFL in (loc) Udefl Ud �� PLATES GRIP r (Roof Snow=30.0) Piates Increase 1.15 ; ?C 0.25 , Vert(LL) 0.00 2 "" 360 ! MT20 185,!148 TCDL g,p I 'umber Increase 1.15 BC 026 Vert(TL) -0.20 2-4 >464 240 � Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a � BCDL 7.0 � �ode IRC20091TP12007 (Matrix) � Weight:16 Ib FT=16% LUMBER BRAC�NG TOF 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. . ____ _ �i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with I Stabilizer Installation guide. ; REACTIONS (Ib/size) 3=t26/Mechanical,2=304/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz 2=99(LC 6) Max Uplift 3=61(LC 6),2=-61(LC 6) Max Grav 3=141(LC 2),2=308(LC 2),4-54(LC 1) FpRCES (ib)-Max.Comp./M�.Ten.-All forces 250(Ib)or less except when shown. NOTES (1i) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical lett and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) ?rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced sta�dard ANSI/TPI 1. 91"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss is designed for a creep factor oi 125,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard e.,.�-��S `��G�,� � �, ` ,�� `��'. J , � � 0 6 � ?r; hC15T��4�, �, f�S`r�Q?\'.'-�L��'�: August 1,2012 �'��.. �W3}2t+IING-tierzfy desi_qn parametc�rs med RF�'iD N6Z'z'�ON THF:91rD I�i.tPJr:L�ILT?"'.cFi RF.FF.t2,NCi F�GE RIIi�7473 B.:FOr2E JSY. � �� i Design valid for use onry wiTh MiTek connectors.ihis design is based only upon paramelers show�:,and i:for an individuol building ccmponent. , � ��liccbiliry of d=s�gn par�meters and pro�r incorporation of componenf is responsibil n or buhding desianer no`truss designer.Br�ang shown � . is for lateral suppoR of mdividual web members only.Additional temporary bracing to Insure stobilii��during consiruction is the responsibilliry of ihe � q T {, I , erector-Hdditlonal permonent bracing of the ovzrall structure is the responsibiiity of the building desiener.For ge�e�d.guidance regarding � �`E�1�K � �� abriootio,,,quolih�conirol,storage,del'Nery,ereciion and 5racing,consui'ANSI(TPiI 9uolity Criteria,DS&89 and B:SI Building Componeni I ??7?Greenback Lane.9ure�09 I Safaty Informafion available from Truss Piate Insfltute,781 N.Lee Shset,Suite 312,Alexandria,VA 22314 � Crtrus He'wnts,CA,95610 ' tl Southem Pine(SP or SPp)lumber is specifled,fne desiQn values are tbose effective 06/Ot/20�2 by ALSC or oroposed by SPIB. �� _ _ ___ —_ - -- _ _ ------- - ---- --- - _ _- —-- - --- ._ ^. 1, �.'`. ol � HvUi✓In' 1''C�J?LG ��. :j^ __. __.._—_ R34322�26 j !96939 � ��J86 �ROOF TRUSS �3 � � 1 � � �. � � � � � I IJob Reference(optlonall �� I The Truss CoJ Tri-Couniy Truss, Sumner WA i Eugene OR�Buriingtor WA 7.350 s Jul 18 20",2 MiTek industries.Inc. Tue Jui 3� i7:33:16 2012 Page 1 I D:Mj q0 rsK14aSJprcruyo R07zT8!J-vssXi_?insuchFh IyLoghAXnFUS K_6MjcFHgwsysS8n -r-o-o s-;�-i; s-°o ' ro-o s-is-n � z-o-s s��=i:rz.e 3 � I6.00 12 / y / � 2 p li� ' I�i F Ic 4 3r4= 6-0-0 � — BGO — � LOADING (psf) I SPACING 2-0-0 ' CSI ' DEFL in (loc) Ildefl Ud II PLATES GRIP T„LL 30.0 i i '�oof Snow=3QOj i Plat2s Increase 1.15 ' TC 073 ; Vert(LLl G.00 2 """ 300 MT20 1E5./148 i��` 8� Lumber Increase 1.15 BC 0.26 VeR(TL) -0.20 2-4 >454 240 BCLL �.0 - Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nia n/a 'i BCDL 7.0 � Code IRC2009/T°I2007 (Matrix) � Weight: 19 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai 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 bracina. MiTek recommends that Stabilizers and required cross � bracina be installed during truss erection,in accordance with � Stabilizer Installation quide. REACTIONS (Ib/size) 3=207/Mechanical,2=375/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz 2=136(LC 6) Max Uplift 3=-102(LC 6),2=-76(LC 6) Max Grav 3=243(LC 2),2=385(LC 2),4=54(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat I!;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 piate grip DOL=1.33 2)i CLL:ASCE 7-05;Pf=30.0 psf(tlat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for grealer of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a Iive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6! Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except Qt=1b) 3=102. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels"Member end fixi?y model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fiis with the intended use of this component. 11)All dimensions given in feet-inches-sixteenths(rFIiSS)format. lNl[.3' T(�,, LOAD CASE(S) Standard e� �`' r /f�.�y ��. �� fr' \ � i � y � � � ��,ST��`1 v, �,, 1-C' .s,sio��L Y,��> August 1,2012 '�� LriSR3kiNG-tierifir desian parameEers andR::EL'NOT�'S ON itIISgM�INi1LULr':L)ASIT�Ii RiF,c.RENCE P9GE hII7�7473 5:r Dt2F L75E. ! � � C�Ngr valid for u;e o�ly witn MiTak connectors.This aesign is b�sec only upor�porome�er�showr�,and is ror an individuol buiiding component �. HppiicabriN of design poromeiers and proper incorporotioo of comoonent i_rasponsioiirty o`b�ilding designe�.-not truss oesianer.Bracing snown � � �, i�for laterai support of indivldual web members only. Additional temporary brocing to insure stability during consUuciion is ihe responsibillity of ihe p� � ere,roc Addiflonal permanent bracing of ihe overall sTw_iwe is the respor.abdity o`inz Suilding designer.For ge��era�guidance regaiding ��. FYt[�e{�� i , faorlcatlon,quoliTy conirol,storoge,d2livery,erectlor,.na orocing,consuli A�SUTPII�uafity Cnteria,QSB-89 and BCSi Building Componant '� 777�Graenback Lane,Sui:e'.09 I' Sa(ery Vnformation available frorr�iruss Plate Ir.stirul2,781 N.Lee Sheer,Suire 31 i,qiexandria.VA 22314. Citrus Heipht<_,CA,95610 i � tl Sou[hem Pine(SF or SPp;lumber is specified the deslgn values are those eifecttve O6/Ot!20�2 by ALSC or proposed by Sr^I3 ' _ J _... .._- _'._.'_—.__ ._.-fy-..-.-_.. p_ �G ...__ ..' . —____. "_'___---_ � � .. � . __._ ..___-_- _ ",c . �n.�s I7russ yn� �;, � f, _ . ) �A.,GIVIA P=O, Lt,3 -t-� � R34922927 , I96939 ,J88 !ROOF TRUSS I 3 1 '' � � � IJob Reference(optionall i he Truss Co.i Tri-County Truss, Sumner WA/Euge�e OR/Burlington WA '.350 s Jul 18 2012 MiTek Industries,Ina Tue Jui 3 i 17:33:i7 2012 Page 1 I I D:Mj qOrsKl4aSJ prcruyoR07zT81J-Q3QvvKOKYAOTJ PG V W 2dvc043 H uncjXHs N 1 E SrysS8 m i-o-o sa-o �-i�-ii a-o-o �-o-� ' s-o-o z-ii-ii a-s Scale=129 B 4 � I 2x4� 6.�0 t2 3 � .._..__.______... . 2 �.� ...._. ..._-_____... 'a ' — o 3t4= 3x4-`' . ..- . _ 8-0-0 R-ac Plate Ofrsets(X.Yi: I5:Edqe 0-1-8� LOADIN^u (psO SPACWG 2-0-D CSI DEFL in (loc) I/defl Ud PLATES GRIP ?CLL 30.0 Plates Increase 1.15 TC 0.26 � Vert(LL) 0.00 2 '�"' 360 MT20 185/148 (Roof Snow=30.0) Lumberincrease 1.15 BC C.32 Vert(TL) -0.21 2-5 >452 240 TCDL 8� Rep Stress Incr YES WB 0.15 Horz TL 0.00 5 Na n/a BCLL 0.0 ' � � ' BCDL 7.0 Code IRC2009�TP12007 j (Matrix) I I Weight:261b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-C-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross I bracing be installed during truss erection,in accordance with � Stabilizer Installation guide. � REACTIONS (Ib/size) 4=72�Mechanical,2=450/0-5-8 (min.0-1-8),5=266/Mechanical Max Horz 2=173(LC 6) Max Uplift 4=-35(LC 6),2=-93(LC 6),5=-71(LC 6) Max Grav 4=105(LC 2),2=464(LC 2),5=291(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-413/40 BOT CHORD 2-5=-132/299 WEBS 3-5=-381/168 NOTES (11) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fii between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable ot withstanding 100 Ib upiift at joint(s)4,2,5. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used i�the analysis and design of this truss. ��-�S-� � 10) This truss is designed for a creep factor of 1.25,which is used to calcutate the total load deflection. The building designer shall .,^,�' C'r' verify that this parameter fits with the intended use of this component. �� 7�" 1�, � 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. �~" �'• � LOAD CASE(S) Standard - � � ` r � ,y �'�+�' �t%�T��E�, � j� �- ,SS �Cti� ��:�;AL t-' August 1,2012 ��', �5F1,12M�-Verifg d�c:qn.pa.*-arae�ers and R�',BL`NOT£S ON Z`riIS�IJD I�LIPJc,D L7T"tf;Rc.r E.RF.NCE P9GE A377 7473 B£FDR£U�:E. �' �� '�� Devgn valid for use only with MiTek connectors.ihis design is based onry upon paramete•e shown.and is for an individuai buildmg component � I /,pplicability of design param�ters and prou2r incorporation oi comoonent is responsibilit��of building designer-not iruss designe� Bracing snown � ''� , is tor lateral suppor of inaividuai web members only. Additional temporary bracing to insure stability during consfruc7on Is ihe responsibillity of ihe �p T i, � � erecror. Ndditlonal permanent bracing of ths overall s}rucrure Is ihe responsibifity o`ihe building designer.For general auidance regarding ', fY1E F�h � , f�bncotior quolity control,storoge,delivery,erection and bracing,consWi ANSI/TPII 9uality Griteno,DSB-89 and BCSI Building Component I �7�reennack Lane,Suite 100 i Safety Information avoilable from iruss PloTe Institute,781 N.Lae Siraet Suita 312,Alexandrio,VA 22314. Citrus Heights,CA,950"10 � tt Southzm Pine(SP o;SPp)Wmber ts soeciiied,the desiqn values are those eNective 06/01/2012 by ALSC or proposed by SPi6. ' , _ --- -- __ _ --- - -- --- -_ - - ___ _ __ _ ---- -- --- _----___ . _ . �n:�< r�s=-yu� .�y =i) T,��OIJiA PcOP�"�� 9 Rc 196939 i J612 ROOF TRUSS � ' � R34922928 ! ��' , � �Job Reference(optional) � The Truss Co./Tri-County Truss, Sumner W.4 r cugene OR/Burlington W�. 7.350 s Jul 18 2012 MiTek Industries,Ina Tue Jul 31 17:33;Q9 2012 Paoe': I D:Mj qOrsKl4aSJ prcruyoRG7zT81J-d W xuEbwJQj?bMAfy2 N U 1 vi kdsf30 nceh?fSpAmysS8 u o-o , �-o-c i ri i-i i �� i-o-o � 6 0-� s-n-�i Sca�e=t:at 2 5 �o 4 � "0.00 12 7 3 I I I i p 1� 1 / / 'sx4- 6 s-o-o � s-aa � TOADING �pS30.0 SPACING 2-0-0 I CSI I DEFL in (loc) I/d2fl Ud �'I PLATES GRIP (Roof Snow=30.0) Plates Increase 1:15- TC 0.61 Vert(LLj -O.G7 �-6 >999 360 � MT20 185/148 TCDL g.p i Lumber Increase 1.15 BC 0.30 Vert(TL) -0.13 2-6 >533 240 i BCLL OA ' I Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a Na ! BCDL 7.0 I Code IRC2009/TP12007 (Ivtatrix) , I Weight:24 Ib FT=169b i LUMBER BRACWG 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. _ i MiTek recommends that Stabilizers and required cross ; bracing be installed during truss erection,in accordance with ! Stabilizer installation guide. � REACTIONS All bearings D-5-8 except Qt=length)5=Mechanical,6=Mechanical. (Ib)- Max Horz 2=244(LC 7) Mau Uplift All uplift 100 Ib or less at joint(s)5.2 except 3=-175(LC 7),4=110(LC 7) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 2=354(LC 1),3=374(LC 2),4=310(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 C;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-30.0 psf(flat roof snow);Category II;Exp C;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 1E.0 psf or 1.00 times flat roof load of 30.0 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. 6j'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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2 except (jt=1b)3=175,4=110. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI.rfPl t. 1 1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)This Vuss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall �E-R�- verify that this parameter fits with the intended use of this compo�ent. 4.�'`} ,C'�' 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. e' �� 1.1� � ,��' �, r,'. ',� �^ LOAD CASE(S) Standard � i '� � �'��, ��STE�� `S�CJ?v AL L=�� August 1,2012 �64�FiXfNG-Ve�i{u design Rar�mrcete�s wed REdL NOTE$Old THIS�71D I�L UDvD hETEfi REFER-;�E YgGE AIII-74? StFDTcE USE. .... '� I �! Design valid for use only with MiTek connectors.This design is based only uoon parameiers snown.and is fa an individual buiidino component ', � I Hpplicabitiry o!desgn parameters and proper incorporation of compon.,��}-s responsi�ilit�o!building designer no;truss designer.Broci�a shown '� ' ��, !s fo�latera,support of inaividuol w?b members only. Additional temporary bracing to insure stability during construciion is tne respons�billiN o`the , �'�e� I erecto:, Additional permanent br�cing of tne overall siructure is ine responsbiliry�ot thz buildino desianer.For general ouidance regarding � ��. fabncafion quolity contreL sioroge,dellvery,erection and brocing.c.,nsull ANSVTPII 9uafity Criteria,QSB-89 ond BC51 Buildng Component � 7777 Greenback Lane,Suite�C9 I 'i Safey Information available from iruss Plate�.nstitut2,781 N.Lee Snee*,Suite 312,Aiexandna,VA 2^<314. ' Cdrus Hei hts:CA,956t 0 ! tl Southem Pine(SP or SPp)lumber is specifled,the design values are those effective 06/01/2012 by ALSC or proposed by SPi6. I 9 __ _--_ _ - - _- ---_ _- __ - --__ ------ - _ __ - ,..� ��5 -��-_- --- --- _ - ---_ _. , � sa= � �, „��i��,��c�=_�.,,�.;.=,c 96939 J614 �ROOF TRUSS i 2�� 1 � R34922929 �� Job�eference(optionalj Tne'russ Co.i Tri-County Truss, Sumner WA!Eugene OR i Burlington VJP. ,'_350 s Jul 18 2012 t�fiTek Industries,Inc. Tue Jul 31 17:33:iC 20i2 Page 1 I C_Mjo0rsK14aSJ prcruyoR G7zT81J-5 i V G R�cB07SzKE9b4?u RvH o�3 PFaOtq EJq Mi CysSBt =-0-0 6-C-0 '3-t'-t1 'i-o-o � s�-o � �-�--n � scaw=,�a�2 s � �o I � a � 6.00 72 � ', I I I ;I �I 3 I 2 �° 1 3x4= 6 6-�-0 6-0-G �-__-- - LORDING �psfl ' --- -CLL 30.0 ' SPACING 2-0-0 CSI DEFL in (locl lidefl L/d I PLATES GRIP Plates Increase 1.15 TC 0.61 I Vert(LL) -O.C7 2-6 >970 360 MT20 185/148 (Roof Snow=30.0} � Lumber Increas� 1.15 BC 0.30 I Vert!TL) -0.13 �-6 >5?7 240 ?CDL S.0 �ep Svess Incr YES i WB 0.00 Horz(TL) -O.UO 5 Na n'a i, BCLL 0.0 ' � BCDL 7.0 � Code IRC2009,�TP120G7 I (Matrix) i Weight:271b FT-16% 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 Ne.2 BOT CHORD Rigid ceiling directly applied or i0-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection,in accordance with ; Stabilizer installation guide. REACTIONS All bearings 0-5-8 except(jt=length)5=Mechanical,6=Mechanical. � (Ib)- Max Horz 2=281(LC 7) Max Uplift All uplift 100 Ib or less at joint(s)5,2 except 3=-176(LC 7),4=-147(LC 7) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 2=354(LC 1},3=356(LC 2),4=400(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. NOTES (13) 1)1Nind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS Qow-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=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4j This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 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 tali by 2-0-0 wioe will fit between the bottom chord and any other members. 7? Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss io bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2 except Qt=1b)3=176,�4=147. 9j Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 10)This truss is designed in accordance with the 2009 i�temational Residential Code sections RSC2.1 i.1 and R802.10.2 and referenced standard ANSI/TP�1. 11; "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12}This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall �E� - T verify that this parameter fits with the intended use of this component. �.�' �'t'' 13) AI�dimersions given in feet-inches-sixteenths(FFIISS)format. �� `j�' � �, �G'• �; r, LOAD CASE(S) Standard ^�' �' cs � � �0 � J,, c�J�sT�r`��-, �;;' �3, `}� 5��`.AL(:e� August 1,2012 �1 b63Rt�niTFv�Ven ti�i n r^ a r•- r � I ��. Bi Jy 9 Paramzfer�and.Iic&£1 NO T�S ON TXIS�XD INCL UIJr.L)F7IT"'c.fCP�nY,.cNCB_5GE h7l-i473 EE.07iE USE. . �s� : Desian va;id tor u:�onl��with NiTek conne..to�s.i7is desig�is based only uoon oarameters shom-n,and is fo!ar individual b�ilding component. _�6 , Hoplicebili?��of design p�rameters and p oxr inrorporation o'componenf is resoonsibility of buila.ng oesigner noi iru:s oesigner.Bracing shown . � � ; Is for larerol support of individua�web members onh�. Adaiiiona�temporary bracing to in�re stability ouring consiruction is ine responvbillltv ot ihe ' �/y {� � ��. erector. Additionol permoneni bracing oi ihe overall structure is the responsibility of ihe buiiaing designer.For general gnidanc�re�ardinQ '�. �YE(�eR�� fo�ricatic�,.quaiity con�oL storage,dehvery,erectior ond bradna,consult ANSI/TPiI Quality Criieria,DSB-S9 ond RCSi Building Comprnent � 7T,7 3resn�ack Lane.Sude�05 Safat}-Info p ation availpble from Truss P��cte Institute,781 N.Lee Sireet.Suite 312,Alexanaric,VP,22314. CHrus HeigMe,CN,956�0 �_ ;`So��ham me(SP or S.p)lumber is specifiec.the design values are those effective 06/01;2012 by ALSC or pr000sed by SPIB. _ __ _ __ __ _ - - _- - -- - ,_�- , _ - ---- __ ------ ---- . __ _ i�,�ss rus� �y�e---- — � ��S' � � �,��0(��A� .7PL��.,,?9 R6 R34922930 ��96939 I J616 �ROOF TRUSS i 2 1 '�� I � I I Job Reference(optionap The Truss GalTri-Counry Truss, Sumner WA/Eugene OR/Budingion WA 7.350 s�ul t8 20i2 MiTek industries,Inc. Tue Jul 31 17_33:10 2012 Paga i I D:Mj qOrsKl4aSJ p rcruyoR07zT81J-Si V G R�cB07SzKE9b4?G RvH oc3Pr aOtq EJ qMi CysS8 i ro-c s-o-o ;;a,-ii ��-o-o� s-o-o s-i i-i; Scale=1�32 6 I � 5 � � 6.00 12 8 � 4 � I 3 I I I 2 i ... .. .. . ...__._____ .. 3x4= 7 6-0-0 6-0-0 LOADWG (psfj SPACWG 2-0-0 CSI ' DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 I TC 0.61 ! Vert(LL) -0.G7 2-7 >970 360 j MT20 185/148 __ _ _ (Roof Snow�=30.Oj Lumber tncrease 1.15 ' BC 0.30 Vert(TL) 0.13 2-7 >517 240 TCDL �� Rep Stress Incr YES ; �NB 0.00 � Horz(TL) -0.01 6 n/a n/a � BCDL �7,0 I �ode IRC2009/TPI20G7 � (Matrix) j � Weight:291b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur(ins. BOT CHORD 2x4 HF No.2 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 i I Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except(jt=length)6=Mechanical,7=Mechanical. (Ib)- Max Horz 2=318(LC 7) Mvc Uplift All uplift 100 Ib or less at joint(s)6 except 3=-177(LC 7),4=147(LC 7),5=-110(LC 7) M�Grav All reactions 250 Ib or less at joiM(s)6,7 except 2=354(LC 1),3=352(LC 1),4=357(LC 2), 5=339(LC 2) FORCES (Ib)-M�.Comp./Max.Ten.-All iorces 250(Ib)or less except when shown. TOP CHORD 2-3=-280i74 NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psfi h=25ft;Cat.If;Exp C;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=30.0 osf(flat roof snow);Caiegory II;Exp C;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 30.0 psf on overhangs non-concurrent with other live Ioads. 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 five 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 betw2en the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except Qt=1b) 3=177,4=147,5=110. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �[.R T/� 11) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. t^�'' �S�rJ!G�� 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall � , verify that this parameter fits with the intended use of this component. �^� ',�_ O 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. _ ,2 LOAD CASE(S) Standard � �� kfi 49b .;; '�.c f, C,IST�1' �t;=, SS�U\AL�-''�, August 1,2012 �,W9RATING-L'er fy drsign parmneters¢nd�NOT�'S ON.Xf.8T�>INCi,UIlEI�IrL� EKRF..^EF�NCE?9t'iE Pr777-747'3 Bc.FOR£USE. , �� I �� Dssgn valiC for use onlv with MiTek conneciors Tnis oesion is based only upon parameters shown,and is for or individual building comoonent. � : ��. A�pli:.aod�t��or design parameiers a^�d pro,;,2•incorporetior�.oi component is responsioiliN of buildina desianer-noS iruss designer.Bracinc shown , I , i=_tor laTeral supoort o!individual web mem�rs only. Additional temporory bracing to insure stabilit��during consnuction is the respo�s�billity of tne h/��{ , eractor Additional'.�ermanen;brocing o,`the overoll structure is fie responsibility ot The building desi�nar-Fo!ganerol guldance regarding �, !Vf�Pek I ��. febrication.quollt��control,storage,deliv�ry,er2cticn a��'brxing,consult qNSt/TPII Quolity Critena,DS6-89 and BCSI Building Component � 'T?Gr�enback�ane,Suite 109 �� S�ery Intormation available from iruss Piate Institute,781 N.Lse Strae�,Suite 312,Alaxandno,VA 22314. ' Ci[rus Heiqhts,CN,95010 � Y Southem Pine(SF or SPpj lumoer Is specified,the design valuas are those effective 06/OU2012 5y ALS�or proposed be�SPI9. � � - -- - ---- ---- - -- - __ _ _____ __ _. - -- -- ----- ___ -__ ,.�� r..� „n_ _�_ �)' f;.:vlJir+,P_O?rt,oil9 ro --�, R34922931 , 196939 J810 �ROOF TRUSS I 3 1 � � � iJoh Reference(optionaq j i The Truss Co.i Tri-Count}�7russ, Sumner WA/Eugene OR;Burlington WA 7.35G s.lul 18 2012 MiTek Industries,Inc. Tue Jul 31 1Z33:1'; 2012 Page i I D:Miq OrsK!4aSJ proruyo R07zT81J-Zv3ef H�yKFJbUpL90 W V_7qy3T19J r7_TzavEeysSBs -i-o-o s-o-o s-i�-�i ' �-o-�� e-o-o 5_i�-ii a s��_,_w� � Io � I ' � em� � e im lo I � --..... . _.____.. . I 2 y I I� , � � 3x4= � 8-G-0 ft--C -- LOADING (psf) ; � �— TCLL 30.0 i SPACWG 2-0-0 CSI DEFL in (loc) i/defl LJd PLATES GRIP (Roof Snow=30.0) � Plaies Increase 1.15 TC O.o9 Vert!LL) 0.00 2 "" 3^00 , MT20 185,�148 TCD� g.0 Lumber Increase ?.15 i BC 0.26 j Vert(TL) -0.20 2-5 >464 240 BCLL 0.0 - Rep Stress Incr YES WB 0.00 li Horz(�L) -0.00 4 n;a n/a BCDL 7,p Code IRC20091TP12007 (Matrix} � Weight:26 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE TOP CHORD Structural wood sheathing dfrectly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly appli2d or 10-0-0 oc bracing. _. __ _ . ._ _ ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with i Stabilizer Installation quide. REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical,5=Mechanical. (Ib)- Max Horz 2=206(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)4,2 except 3=-174(LC 6) Max Grav All reactions 250 ib or less at joint(s)4,5 except 2=448(LC 2),3=425(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-Afl forces 250(Ib)or less 2xcept when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.I!;Exp C;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-30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2 except (jt=1b)3=174. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 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) This truss is designed for a creep factor of 1.25,which is used to calculate the total foad deflection. The building designer shall verify that this parameter fits with the intended use of this component. �� ' 12) All dimensions given in feet-inches-sixteenths(FrIISS)format. n.�'' 'G�� 'c \��. ' �- LOAD CASE(S) Standard ��, 1�, s^ �� ' � �f� �{IoT�rI,�� : SS��'�'.A L t�`�� August 1,2012 '� �S�Bf?I�RNG-4'erify desion paranzeE�s and R�&D NOILS ON i rIIS 6ND INCi UDED 1&7TEF'Fi£.FFR.&N�.E P�GE hiTi 7'73 Bc,FDr^W USE. �� Design valid for use only wiih MiTek co�neciors.This design is bas=d only upon parameters shown,ana is ior a�individual building component. . I N': � Hpplicabiiify of des�gr parame'ers a�C proper incorporation of component is responsibilit��o`building designe!-nof iruss des g�er Braoin�shown � � .� is for lateral support of mdividua web memxrs only.Additional temporary braano to insure stabtliTy durino co�strucfion is the responsibillity of the �� p F �{,� i �� erecTa. Ndditional permonent bracing of ihe overall stru�iure is the responsioility of tne buildi�o desiane�.For generd auidance regarding � 1Y{�iG�'fi I �, iebri�afior�,qualih�co^.treL sioraga,c�livery,ere.^iion and brocing,consult ANSI/TPI1 Quoiity Critsnc,DSS-89 and BCS;&uilding Component �� ;;�;Gre2nback Lan-.Suite-i J9 ' Safety Infom,ai��on wailable from 7russ PiaTe institute,I81�.Lee Sheet Suire 3;2,,4lexandrio,VA 22314. Citrus Heigh'.s,CA,95610 � I`Southem Pine(SF or SPpj lumber is specified.the dzsign values are thoss eftective 06/01;2D1?bv ALSC or proposed ov SPI6. � � ---- -_— __ _ -- - __ _ ___ __ - __ _ _--- _ _ 90939 � I J$s� I'�as _ =y i TA�JI✓iF,�c:�=��. i;, Re � • YNe .�r; ' R34922932 , 12 ROOFTRUSS 3 I � �I I ' Job Reference(optional) � The Truss Co./Tri-��ounty Truss, Sumnar WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industnes,Inc. Tue Jul 3� 17_33�12 2012 Page 1 IC:MjqOrsKl4aSJprcruyoR07zT81J-1SdOsdyCj2NADdOXV�kXKM4n;5C21N7idJ i n5ysS8r -�-ao s-o-o �i-�,-n 1-0-0 � e-0-0 ' 3-�1-i 1 ' Scale=1'40.6 4 i Io I I ; 6.00;12 6 3 I / I 2 `�' 1 1 cl � � , ... ..._..__--.___.... 3x4= 5 4-0-0 F�_� , LOADING (psf) � �' � � ', � `CLL 3Q0 � SPACING 2-0-0 I C51 I DEFL in (loc) Udefl L/d PLATES GRIP �� (Roof Snow=30.0) � Plates Increase 1.15 I TC 0.89 Vert(LL) 0.00 2 "" 360 � MT20 � �185;148 Lumber I�crease 1.15 BC 026 VertjTL) -0.20 2-5 >464 240 i BCL�L 0.0 ' !� Rep Stress Incr Y�S � WB 0.00 � Horz(TL) -0.00 4 Na n/a '� �C�L 7�, Code IRC2009/TPI2007 i (Matrix) , Weight:29 Ib I=T=16°0 LUMBER BRACING TOP CHORD 2x4 DF NoJ&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross� bracing be installed during truss erection,in accordance with ' Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical,5=Mechanical. Qb)- Max Horz 2=244(LC 6) Ma�Uplift Ali uplift 100 Ib or less at joint(s)4,2 except 3=-212(LC 6) Mau Grav All reaciions 250 Ib or iess at joint(s)4,5 except 2=442(LC 2),3=504(LC 2j FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;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=3G.0 psf(flat roof snow);Category If;Exp C;Partially Exp.;Ct=i.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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.OpsT on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by othars;of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2 except (jt=1b)3=212 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.�0.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with iixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. �l'•�S• TI�� . 12)All dimensions given in feet-inches-sixteenihs(FFIISS}format. ��' �Y ' �: �� . .� LOAD CASE(S) S,andard *, ��; � J � �, � �I�i4�.,�t'�G'1$ 4��:\7 `Tv ��t��.A�L'�C. August 1,2012 .., AWbRHING-Ferifu desi_4re na�arrzetz;s andRE9D NOZ�S GNTfifS�N77�LUDF�hffTEFfRcPEKeN�i P9vt f777�747s B�Ot2:i7SE. �� . � Design valiC for use oniv with Miiek con�ecto�s.This d�sign is based onlv ucon parameters shown,and is for an individuel buildino component. . � Hpplicob�liN of d2sign poramciers and p-o�r incorporafion o�componani is responsibiliiy of building oesigner no'truss d sianer.Bro inc shotim � ' is for lateral support of indlviduai web msmbers oNy. Additional temporary bracing to insure stability during consTrucfion is the responsibillity of fie '� p�T i' arector. Additlonol permonent brocing of tne overall structure is the responsbili,ry of the buiidlno designer.For generol guidance ragarding � f V i�I�li � fobd;ation,qualif��control,siorage,delivery�,e�ecYion ond bracing, onsult ANSUTPI7 Quality Cnteria,DSB-69 and B:SI BuildVng Component ' ;i,7 Greenoack Lans,Suire S 09 . Safety Information available from Truss Plate Insh°ute,781 N.Les Str t,Suite 312,Aiaxandda,VA 223��. ,� CRrus Heights.CA.956�D � � F Soathem Pine(SP or SPp)lumoer is specitied,the desigr,values are those effective 06/Ot/2012 by ALSC or pr000s=_d by SPI6. �� -� _ --- ---- _ _. _ -- __ -- ----- _- _ -- __--- -___ _ _ --- -- _______ - ,,.��, ;i��s i;uss,ype � �)� °I)' 'F.�;OIdiA FCOPL�,;i i9,-�'io 96939 • J814 ;ROOF TRUSS I3 1 i R34922933 ' � � � �Job Reference(optional) � The?russ i,oJ Tri�ounty Truss, Sumner Vv'A i cugane OR/Burlington WA 7.350 s Jul�8 2012 MiTek Industri2s.Ina Tue Jul 3� �7:33:�2 2012 Paae 1 ID:MjqOrsKl4aSJprcruyoR07zT81J-15dOsdyCjeNADdOXV1 kXKM4pt5021N7idJTn5ysS8r -1-0-0. e-G-0 73-t1-1t ' t-D-O ' B-O-G 5-1t-1 i �--- ' Sca1e=1:40.6 5 � � 4 � 8.00 12 7 I 3 I� I 2 � 1 3x4- 6 S-O-G POC LOADING (psf) �I SPACING 2-0-0 �I CSI II DEFL in (locl Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.89 I Vert(LL) G.00 2 "" 360 MT20 185/148 (Roof Snow=30.0) � Lumber Increase 1.15 BC 0.26 � Vert(TL) -C.2G 2-c >464 240 �I TCDL $0 Rep Stress Incr Y�S � W B 0.00 � Horz(i L) -0.00 5 n/a n/a BCDL �.p * Code IRC2009/TP12007 (Matrix) i I Weight:321b FT=16°o LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. __ --- _ MiTek recommends that Stabilizers and required cross I i bracing be installed during truss erection,in accordance with - I Stabilizer Installation guide. J REACTIONS All bearings 0-5-8 except(jt=lengthl 5=Mechanical,6=Mechanfcal. (Ib)- MaY Horz 2=281(LC o) Max Uplitt Ail upiift 100 Ib or less at joint(s)5,2 except 3=-213(LC 6),4=-110(LC 6) Max Grav All reactions 250 Ib or less at joint(s)S,6 except 2=442(LC 1),3=467(LC 2),4=325(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=4.8psf;BCDL=4.2psf;h-25ft;Cat.II;Exp C;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=30.0 psf(flat roof snow);Category II;Exp C;Partialiy 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 fiat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)5,2 except Qt=1b)3=213,4=110. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and refarenced 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) Thls truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of tnis component �,, [.R - 12)AII dimensions given in feet-Inches-sixteenths(FFIISS;format. ��' � �' ' F C � ',� �' LOAD CASE(S) Standard � „ �� _ � � � ��' �CIUTC��C ;4v �SS��.!�.AL 1:';;�'�' August 1,2012 . �4Y9RM�NG-VerY;(z,1 design parame..'e s and R89D NOTE.S ON THI:dND ING �UDED I�'i7TEKP.�'E.�ENCE?3G�hII7-7+'r7-.BEi�OTtB i7Sc.. I �� i D2sian valiC for use only with Miiek connecTOrs.This design is basea only upon parameters snown,and Is for a�indlviduol building component. . ,4ppiicabilih�of tlesgn param=lers and oroper i;icorooraTion o!componen'is responsibility ot buildino designe�-not truss desig��sr.6ra..ing snown ��, ` �� Is to�lateral supporr of individua�web members oNy. AddiTlona��emporary bracmg to insure stability during cons'truction is ihe responvbiliiTy ot the �� p T I erecioc Additiona'permonen`bracing of The overall siructure(s the respons�bility a th2 building designer.For ganeral guidonc2 regording - (YI{lek� fo�ri�otior�,qualit��contro!,storoge,deiivery,eraciion and bracing.consult ANSVTPII Quolity Cniena,DSB-89 and BCSi Building Component '�� 7�'Greenback Lane.Suile�09 �, Saiety Infortnation avoilable from Truss Plate Instilute,'81 N.Lee Sireei,Suite 312,Alexandri�,VR 22374, Cttrus Heighis,CA,95"10 ' � Y South=m?ine ISP orSPpl lumber is specified:the design values are those efiective OF>,�01/2012 by A�SC or oroposed by SPIB. � j .,,. Truss ....� �ypc �� i Piy il,�Old�k PcOP�E;3 i 19 R6 V R34922934 I�96939 'J816 ROOF TRUSS !I2 1 ' �Job Reference(optional) II The i russ Co.i Tri-Counn�Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Tue Ju:3� 1733:13 2012 Faoe 1 ID:MjqOrsKl4aSJprcruyoR07zT81J-VHB04zzqUxV1 qnykHDYz3YvEZHQdnIdHwH30JXysSBq .-1-0-0, B-0-0 15-11-11 �-0-0' B-0-0 7-ri-!1 �. Scale=1:52.5 5 I (o . � 4 6.00.,2 7 � � 3 I � . ......... ..... . . I � 2 M , i� 3x4= 6 8-0-0 fl-0-0 LOADING (ps� SPACING 2-0-0 CSI i DEFL in Qoc) I/defl Ud � PLATES GRIP TCLL 30.0 �, Plates Increase 1.15 TC 0.89 '�, Vert(LL) 0.00 � 2 � """ 360 MT20 185/148 (Roof Snow=30.0) Lumber Increase 1.15 I BC 0.26 Vert(TL) -0.20 2-6 >404 240 II BC�LL 0.0 ' � Rep Stress Incr YES ! WB 0.00 � Horz(TL) -0.00 5 n/a nla � BCDL �.p � Code IRC2009/TP12007 (Matrix) I Weight:35 Ib FT=16°0 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 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 i Stabilizer Installation guide. J REACTIONS All bearings 0-5-8 except Qt=length)S=Mechanical,6=Mechanical. (Ib)- Max Horz 2=318(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)5,2 except 3=-214(LC 6),4=-147(LC 6) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 2=442(LC 1),3=440(LC 2),4=421(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-200/102 NOTES (12) 1)W ind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enciosed;MW FRS{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=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.OPsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upiift at joint(s)5,2 except Qt=1bj 3=214,4=147. 81 Beveled piate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 9;This truss is desiqned in accordance with the 2009 IMernational Residential Code sections R502.11.1 and R802.10.2 and reTerenced standard ANSIlTPI t. 10) "Semi-rigid piichbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shail �[.R S. ' verify that this parameter fits with the intended use of this component. ^-�' �'�' 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. e �t � l �` �•. .t' �' LOAD CASE(S) Standard � � �" ,v �� '�'rs�rE��,, ;,�. t.�S�U.�.AL f�.`��'��` August 1,2012 ��. �W9RNING-Verify design na--mnet�s arzd REfiD NOTES ON TXIS�INCiUDiD MIT".:F:REFFJtEN�:c P9GE kII1-747.&F:FOR£USx'. ��., � Design valid tor use o�ly with Miiek conneciors.This design is based only upon porametars shown,ond is ror on individual building component. � � ��, Hpplicabil�t��o`design parameiers ana pro�r incorporation of cemponenT is respor.sibility of building tlesigner-na iruss designer.Bracinc snown '. ��. is for latera.suo�ort o`individual web r�embers oMy. Additiona�:'temporary bracing to insure siability during construction i<_the responsibitli��of the �, ��. - 'I erecto. AddiYional permanent bracing o!the overall structure Is the respons�bility of the building desianer.Foi general guidance regarding �I ' � fobncatlon,auality control,storooe,d2iNary,ereciion ond bracing,consult q�SUTPiI 6�uality Critena,DSB-89 and BCSI Building Compor.ent ' 7777 Greenback Lane,Suite 109 '�. Safety Intormafion woilable from iruss Plate Instiiute,781�.Lee Srree�,Suite 3'2,Al2xandric,VA 22314. Carus Hei his,CF,;�SuS 0 tt Southem?ine(SP or SPpI lumber is specifi=o,the design values are these effe��tive D"c/01;20',2 by ALSC or pmposed by SPI6. � 9 � ` _ _--- __ - - -_ - - _ __ _ - ----- - -- - _ _ _ _--- -- _ _ _____ �. — --- —7r�.,�: �r�� vpe �e� a�y i 4C�1✓iA ..,�P�_,.,;19 i3� �+ � R34922935 ' �I 95939 J816A ROOF TRUSS �1 1 i 1 � � I iJob Reference(optional) Tne Truss CoJ?ri-Counry i russ, Sumner WA i Eugene OR!Burlington WA %.35G s Jw��2012 MiTek industries,Inc. i ue Jul 31 '7:33:i4 2012 FagE� ID:MjqOrsKl4aSJprcruyoR07zT81J-zUInHJ_SFFeuSrJCwqw3CcISPJgmsW CtQ9xoarzysSBp -�-o-o s-o-o i s-�-i s -o-o s-c-o �a-i s Scale=1'.51.6 5 II `o I �i 4 600 12 � 3 � im I II ..__... ._.. .. 2 I� i i 3xa= 6 R-0-0 6-u-0 LOAdING {psf) SPACING 2-0-0 CSI DEFL in Qoc) Udefl Ud �' PLATES GRIP TCLL 30.0 ' Piat2s Increase i.15 ' TC C.89 Vert(LL) 0.00 2 "" 360 MT20 185/148 (Roof Snow=30.01 ( � ; I TCDL g,p ; Lumber Increase 1.15 B., 026 Vert�TL) 0.20 2-6 >464 240 I Rep Stress Incr YES WB C.00 Horz(TL) -0.00 5 n/a n!a i BCLL 0.0 ' Code IRC20Q9!TPI2007 (Matrix) � Weight:351b FT=1Ei BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 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 All bearings 0-5-8 excapt Qt=length)5=Mechanical;o=Mechanicaf. Qb)- M�Horz 2=312(LC 6) Max Uplift All uplift 100 Ib or 12ss at joint(s)5,2 except 3=-213(LC 6),4=-141(LC 6) Max Grav Ali reactions 250 Ib or less at joint(s)5,6 except 2=442(LC 1),3=443(LC 2),4=408(LC 2) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=254/102 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h_25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right expesed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;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 Icad of 16.0 psf or 1.00 times flat roof load of 30.0 pst on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load ot 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. 6j Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2 except (jt=1b)3-213,4=141. 8) Beveled plate or shim required te provide full bearing surface with truss chord at joint(s)3,4. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI,rfPl 1. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss is designed for a creep factor of 1.25,which is used to calculate the totai load deflection. The building designer shall til�a S' �+. verify that this parameter fits with the intended use of this component. C^- `;� , �' _ 12) All dimensions given in feet-inches-sixteenths(FFIISS)format ��7� �� _ �; �' LOAD CASE(S) Standard f ,�� 30 6 � v � k� , �. �j., �ISTk�' �z- 1 ss��?v.4L�-�C August 1,2012 ' �LYSc^cNING-Vc ify des:gn paramete s nnd RE97J NO?'BS OA'THSS AND INC-LIrJ:D MITEf.Rci�FdtSNCE FAGE Ir.Ti7-7� �Bc.FDRE USE. �� I �, D�sion volid for use only with Mi iek conn�COrs Th�.s d=sign is basad only upon poromet rs shown,ond is ror or individual buildinQ component ��,. � �'�, F�phcabdity o-'dasian porometers ond prop=�mcorporotion of compone:^�t is responsibiliry or builai�g desigr��. nor truss desianer.Bra i�g shawn �. i�ror lateral support of individua�wzb mem�ers only. Additional temporary bracing to insure stabihty auring construction Is the respon ibilliiy of the �� q T {� arec'tor. Additional permanent brocing of ihe overoll sYruclure Is the responsibility of the buiid'mg designer.For g2n2rol ouidonce regaroino � IYt�I�R , faon„otlon,quollty confroi,storoQz,dsllve:y,ereciior�,ond brocin�,consult AIQSIRPiI 6iuofity Cnienq DS&-89 ond BCSI Buiiding Component I ;777 ure2nback�ane.SuRe 109 , Safety Information available trom iruss Plate Instltute,781 N.Lee Stree',Suite 312 Alexandric,VA 5251 k, '� Citrus Heights,CA,�5"010 �. If Southem Pine(SP or SFp)lumoe:i�specified,the oesign values are those effectiva 06/01/2022 by ALSC or proposeC by SPIB. ' _ _ — _--- - _ _--- ____ _- - _-- - ---- -- ��_ _� ,�_ _ �,� � ,acoi��ti co��_c;�, ig=;n e ' �`� V✓ ' R34922�36 i I�96939 ,J818 !RO�r TRUSS I o I � Job Reference(optional) Th2 Truss Ce'Tri-County Truss, Sumner WA/Eugena OR;Burlington V�'A 7.350 s Jul 18 2012 MiTek Industries,Ina Tue Jui 31 17:33:14 2012 Paae' ID:MjqOrsKl4aSJprcruyoR07zT81J-zUInHJ_SFFeuSrJ(wqw3CdSPJgmsW Ct�9xoarrysS8p ,-�-0-0 B-G-0 16-11-a ,�1 0 0+ 6 0 G � _ �__ 8-t1-4 Scale=!a5 4 7 6.00� I 6 `o � 3Y5 i 5 9 4 I 3 i� i� 2 �, i 3x4= 8 s-ae ��_,, LOADING (psf) I SPACING 2-G-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 i ' (Roof Snow=30.Oj Plates Increas� 1.15 j TC--D.89 Vert(LL) 0.00 2 "" 3n0 MT20 1Q5,'148 TCDL g,p Lumber Increase 1.15 BC 0.2^ Vert(TL) -0.20 2-8 >464 240 I Rep Stress Incr YES � WB 0.00 � Horz(TL) -0.00 7 n/a n/a I BC�� x � Code IRC2009/TPf2007 I (N,atrix) I Weighi:35 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2'ExcepY TOP CHORD Structural wood sheathing dfrectly appiied or 2-2-0 oc purlins. 1-4:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erectfon,in accordance with , Stabilizer Installation quide. REACTIONS All bearings 0-5-8 except Qt=length)7=Mechanical,8=Mechanical. Qb)- Max Horz 2=336(LC 6) Max Uplift All uplirt 10C Ib or less at joint(s)7,2,6 except 3=-214(LC 6),5=-147(LC 6) Mau Grav All reactions 250 Ib or less at joint(s)7,8 except 2=442(LC 1),3=433(LC 2),5=404(LC 2), 6=2B5(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-280/102 NOTES (12) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp C;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;Pi=30.0 psf(flat roof snow);Category II;Exp C;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 30.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing olate capable of withstanding 100 Ib uplift at joint(s)7,2,6 except Qt=1b)3=214,5=147. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.i 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks wiih fixed heels"Member end fixity model was used in the analysis and design of this truss. ��n! • S' T1I�C, 11)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall �� 1��T` �,y verify that this parameter fits with the intended use of this component ti �2)All dimensions given in feet-inches-sixteenths(FFIISS)iormat. % � LOAD CASE(S) Standard � ,� _U �i� �L'crsTtR�� ,�;. .!S,S, ��,� . fp�,ALt-, August 1,2012 A Wh7�lIING-Pe>iJy design�armae.:.�-s and RE.4D IJOTES Ott?77:�9ND t�LU13.tS�IrII::Ti Pc&FERcNuc P�Gc h17I 7473 Bc,FDRE L%SE. �� I , Desian vaiid for use only with MiT2k conneciors.This desian is oased onN�pon oarameters shown,and is ro�an individua bwlai�g component. ��, i Hpplica�li��or design paramaters ano orop=;i�roraoration o!�ompo�eni is responsibility of builtling designer-noi iruss designer.Braa�g shown '. , � is for laiera�suppori of inaividual web mem:�ers only. Additionai temporary Cracino to insure stability auring construction is fie responsibilliiy of the . k``Tek= ! ', eredor. Additiona permonent bracing of The ovaroll siruciure is the respons�bilin�of Yne building desioner.For general guidonce regordine �, I�[ f �i '� fabncation,quolity controL storoge,delivery,erectlor ond oroci�5 or,sult ANSI/TPiI Quality Criteria,DSB-89 and BCSI Building Component � 7777 Greenback Lane,Suite 109 � ' Safety Infortnafion available from iruss?late Institute,78�N.Lee Sir ef,Suite 3'.2,Alsx�ndrio,VA 7'314. � ' Citru�HeigMs.CF..95010 Y Southem Pine(SP or SPpI lumbs is specified,the design values ar_tnose_ffective 06/OV2M2 by ALSC or proposed by S?I8. � � , � , � W._J z� � r � } � 'A i i �� \� � � f� � O Q � V/ ,I .{_� D ,,� y ^ l � I - vy Z � X � QO r � m � n I 1 � � Q W -F-� Q �+ � o�cW�44� D � p' a`� � 0 � Q QQ�-� � n � � � -(D 7� O Q- O a I � O � -�+� O� cn O Q y � �p �^„ � �O V� � �� (� '-� CD � T� � -' Q z N � � C�-*� � QCQ ��` � �o � � mQ om � Q o oL � DOOC) D Q�� n Q� �n r � �, Q(D � y �� Q Q� � v� � Z i � Q-+�-"- (DO� Q C� � �Q �/� O � CD � (D � -* �Q � n O � Q � � \/ � fn 7(n y � � CD� � `�' x C� � N(D � ( 0 c� �O 4 cD� � =+cD -+ �N � -� �p c� Q� O ON � `�- �(Q �(�D �� CDvp �(�D �6 � �(D O � Q � �p � =Q (D �� N Q � �� O�� (D �� (� �CD� 0 � O C (�D � � � 7 � -»�(D � � `�' �� m c��'i, nQ�� n � p � 4 p �� z � � (pN � 4 �Q p 7 CDO(D �0 Z � � �m Qa_- � -. o _Q3 Qaao � mo � 3 � � � � D � � m� -,� � �� _� c�a� � � `� � Q oo � ��Q`_ � � ° � � Q � O- �3m �; � om c � m ° �m °-. � -�---� - - - ---� vi�� yO � Q � � �� ° m� --� � �, rt N` �N�� Z -Q <.; �-u' � �cD "-' � Cp � � -7 Q� _- - --- J j II (�D Q� � � � � Q � � �� Q� O O� � Q (D -Xr � � I � �� -"'+� (�jO�GCD � � � C; 4 N � � O � cn I ('� � C (D C ��4 O Q cn � � O � ?� I ..----------- -+� � -n+Q �� ,�Q � � N 'C � v, � O cn � � � i '' � �� I Cn :J: U.N a(n � 'A G 2 m�� TOP CHORD � I .T -7i 'D <0 W� n � �� Z � �1-f � z I 7 �^ � �` � O W m O W p ^�Z-i � �I � X� � � CD �CD (p v_, U7 C 7a N ��D I � I �� T�� 4ZCD � =CD �mv �m � mZ Sr^ �n p, � I II � : -C �CD �� CND 7 ^�� p � �� m � �" N � A : � �N� T� � n� m N� � O �� Az O o� ��(C1 �,� �Q ��' �N�N� w� <n 0 Nm Cm W � � i m cn m ��m �4��c � N��" D � ND O C� /�� (D �O �n Q W� (D m m N '� A D-rG v � W2-i 2 N \�/ I -p n> cn m v � O � I � � m �� O O�n �� m �Z � n� Q �■ I � I � ac� °� D��O N W O o zc � p � � � � � N (D �O c.ri>� N Q.�Q ,p� D Z G�� = O� � �ii i � � �� QQQ�Q 4 m�' y ?+ D� � � �N � N_� m y m a O ' CD � <" Q � Z� O (n r/1 � � Q N(�D CG C�� t�n n� � `0 0° �_ ',�� -3 �v/i � �p �O� Q-(D Q Q N { �y � O \ , V � N� �Q -p m � Z m 7 � � I A �� C�N �Q N � ?(�*+ �� l� _ � T o � �11 �� `'' D m � cr o �o O D o� ° T �V ; � N Z �� W3-6 W n �. � .� < � (4 � �'p� Q� -� m� Q U lio j � �Q y! �7�C � � c�p � .. � .�i ~� `" Q� '� (D W i N �m ° � � cn ON I CD CT �+-5 A �n N m TOPCHORD i, a � O �O 'J �I P (l� .P W N � � �O � �I O� CT A W N � 11 Do �;ca �mc N co C� oc° ao a�c S'_-° �mn � � �� O oo� C� Qa� NZ e aD � - ��. � a<. o.<m � o o ° Q� m Q aQ Q o � � Q � c� m � �� c -m o Q m Q o a� Q�- C �� Ya.� �°° � °° m � ° � � -�-^" s Q � s°s � m � � �<° °.Q� 3 �c� Q �m ;��` � T `°co- p CD � � c �� Q � `� 3 c� m N `� � o � _ � �� Jco � - co o m �� m m �� o o < Q �Q-a m m m � -' m cQ� � � �� f4 ��Q �� Q o� o 0o a°- ��Dm om °��' ma � � oc � mm 6 �� o �� = N � o � CD O � �� o o N Q �Q m � � m ce �. � ma i Qc� ��°_ muo Q ° Q � m � Qc - � �D � �oo �� c3c � ��o m� c� oQ � �.Q`� xQ O T � m m � -. y a, � � � � �3 0� s�m `m � � � cQQ a� � Q � o ay� Qo Q� ?_L cQa� � Qoo om m�cc -c"• 4� � O � �4 �� c�m Q �y � `� �� 4� c� QQ� �Q °Q � m m:« Q p� 4 Qc�o o� - m cQ � � � /� I �-� �? �o°- � � � NQ fl-� ° O � Q �QC a °, � a�� - :mN �� Noaa Q O \V I Q � aQ �� Q �� mQ o � � O mciQ m � =3 0 � ao � � �Dz �, �� Qo �� Q� � n ^�S m � c� m�� 6 c� QQ c°a �D � s"Q �oo CDm `� � � � DQO '� y° m Qp m�o� �o Q � i� � �� ° N � � � � o mc�°o c°a y Q o � T U�-. �° a ma °-oca ��°,-+ � � o cQ m � c a N � -<� Q � Q �T ?� � o m N° -a �m .n° ?�m m �. a'o zo -o� �, � a7 sN �m� mN �- ^ n c� o n � -O �, � _ Q cQ � � cn6 -Qp .rt � � p - �QQ � � \ / ^ O -6� �-O � Q p O� � � � NQ � 7� ��G -'� m n0 C �� C��„ •� Q if � Ya =c � m N 'rt " �N �O Q� � ° �� CDQ Q om n� -� m �m C /�� m � m � � Q o � � � P- \W � � �� - �. _ � o o - � � � o Q� ° o -� ^� � � � �� N� 3 CD �p � � ° � -� < �m v, � °a `�- c - ° � a �'� � m� � Q I i � �� m o o � -' °- � � �'�, �� 3 � -` m � � �; �� m c� � �/ ; - ° � �� o �� a �, m �° s s �- �cQ < „ C� O � �� c� �D � m �� Q � N N v m m `° o '" � cc ° `= � �� o � � � N, � Z �� y � P4 � _ .� V , � � i � fEi i