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2025S Truss Specs M M N �� a � �� 00 o � ?� N z � �N ,� �n O Q C9 ao �— g ° W � y, a C�� p �; ,•'�N 3�mH��Z r � r � +' N i�+. � N U� l� '� °° M� ;' pm d :\ � �� \ N '�S�'� �� t!7 .` .\ �\ \ �`.� •`\ o-o-a � � o-o-ZE 0-0-b 0-0-b � �y � o zy z� o � , , / 9 �w ... ... �� . .. ... .... � ... .... ✓ :: �- .�:�:R � / ^. / � � '-' 0 � / 9Z�H1�(� �,(� � � � . ... ... v .... ._ ... � -�� •- ' F�:.-. �.l \ LL + . . ... .. � ... ¢ . . . \ 9TOH1 � CU � ~� �'� \ �� Y ,� . _.. ... .. .. _� tk �. . . } . s y ...:. .\ , .:: .. ... 1 ... ..�.. � 1::.� O I .... ... . ... .. . LL � � �.:.N... ....... ....... . `�1�.;. .... .. ... . � ' .. ^ ; ... . �...: .._ ... .. .�.t..:. � ,, � . 9Z� ��..�_ ....... ... . � ........ ... f �-t�.�� -` Q .i i � O � 'l i M . . .. Y , ., : /� 9ZOH; .��:\::._. < .. .... . . -:.. ..�`. .'x il:�..�. . � % � 9ZOH1� t ��:� .. .. . � �. .. ... . � ..... ...... , .,, � ...... � � � d � � � �zaH�� N � . � �/ 9�OH1 4 ... ... .. . ..... .: Q / �� r- , R�� 9LQH1 � .::: ..... ... ..... . . . . ....... \\:. :.:.. ... ..:.. � Q ,.Q :.:�.::.:. � , .�. ..._ .... . . ..... . ..... . ..\�� ... ... . . 9�OH, � :... .._'.-: \ `� .-. . .... ... . ..... . ... . ...... ....... . ..`�� ... ... .... 9�OH1� ... m _ .►... Q . �' LL � � � 9rOH1J ._y.. (fl Y .:. ....... .... .. ... . . .. _. . . . ...... ...... � ,,,, ._.. . � � bd � � \ � / , o-o-as � o-o-o� 0-0-ti 0-0-ti �� MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: 12337 Fax 9161676-1909 PUGET SOUND BUILDERS/S2025/RD The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seaL• R35511461 thru R35511477 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �E�s. ri�,c Q��`��w�sf�J,�,'��- �t; � f,?� � �� G �'STG'�k`4 �� A November 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely far the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. .lob Truss 7russ Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511461 12337 A1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:06:56 2012 Page 1 ID:LeyeEM_qgPOm h 1 vqvZ21_GzaKZF-Rq8N4MyxpFYAQISjjO_9k1 ftzGvFeoCIGIrIFtyGLZ -1-6-0 16-0-0 32-0.0 33-6-0 tE-0 16-0-0 i6-0-0 1£-0 Scale=1�.5G.2 3x5= 13 14 15 t2 16 71 17 10 18 5.00 12 g 19 8 p � 21 � � 6 5 23 za 4 3 �' 26 � 2 27 , � �a 3x5= yp 69 48 47 C6 95 44 43 42 41 CO 39 38 3] 36 35 31 33 32 31 30 29 28 �5 3z5= 32-0-0 32-0-0 Plate Offsets(X Y) [14 0-2-8 Edqel LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.02 27 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 27 n/r 90 TCDL a� Rep Stress Incr YES WB 0.09 Hoa(TL) 0.00 26 n/a n/a BCDL �,p � Code IRC2009/TPI2007 (Matrix) Weight:175 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly appiied 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'Except` MiTek recommends that Stabilizers and required cross 13-40,15-39:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS All bearings 32-0-0. (Ib)- Max Horz 2=60(LC 7) Max Uplift All uplift 100 Ib or less at joint(s)2,26,41,42,43,44,45,46,47,48,49,38,36,35,34,33, 32,31,30,29 Max Grav All reactions 250 Ib or less at joint(s)2,26,40,39,41,42,43,44,45,46,47,48,49,50,38, 36,35,34,33,32,31,30,29,28 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=4.2psT;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Ail plates are 1.Sx4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 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 all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r�(� 11)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,26,41,42, QP� �q fij- 43,44,45,46,47,48,49,38,36,35,34,33,32,31,30,29. 12)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and � � �� referenced standard ANSIlTPI 1. y,; 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 verify that this parameter fits with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. *f� � �d ,Q Q� �i�'> �G/ST�1��' ��' �`r`�✓l7Nr�L�"�� LOAD CASE(S) Standard November 26,2012 AWdRMNG Verify deaign pmwmeters ond RSAD M17ES ON 77IIS hclH)/NCLUDSD 1IITSK REF9tIDdC8 PdG6111!74T3 BSPORE USB. Design valid for use only with MTek connectors.ihis design is based only upon parameters shown,and is for an individual building component. ��>. Applicabiliiy of design parametea and proper incorporation of component is responsibility of building designer-not}russ designer.8rocing shown is for lateral support of individual web members only.Additional temporary bracing}o insure stability during consirucfion is}he responsibillify of ihe MiTek' erector. Addifional permanent bracing of fhe overa0 sfrudure is ihe responsibility of}he building designer.For general guidance regarding fabricotion,quolify con}rol,storage,delivery,eredion and brocing,consul} ANSI/TPI7 Qualify CrHeda,DS6-89 and 6C51 6ulldinq Component 7777 Greenback Lane,Suite 109 Satety InFormation available from Truss Plofe Institute,781 N.Lee Sireef,Suite 312.Alexandna,VA 22314. Cdrus HeigMS,CA,95610 If Southern Pine(SP or SPp)lumber is specrfied me des�values�re ffioac efFective 06t0112012 by ALSC or proposed by SRB. Job 7russ Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511462 12337 A2 FINK 4 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:06:58 2012 Page 1 ID:LeyeEM_qgPOmh1 vqvZ21_GzaKZF-ND F8V2_BLtougcb6rQOdqSk1 k4QF6gC 1 kcKPKmyGLZh -1-6-0 8-0.0 i6-0-0 24-0-0 32-0-0 33-6-0 t$-0 8-0-0 8-0-0 8-0-0 8-0-0 1-6-0 Scale=1'S62 5x5= 5.00 12 5 3x6� 13 14 1.Sx4 // 3s6� 1 Sx1�� 6 3 a � � B 2 y � 9 d is is ii io �6= 3yq— <x5= 3x4= 3x6= 10-8-0 21-0-0 I 32-0-0 __ 10-8-0 10-8-0 10-8-0 Plate Offsets(X Y) [5 0-2-8 Edqel LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates increase 1.15 TC 0.96 Vert(LL) -0.62 10-12 >611 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.84 10-12 >450 240 TCDL 8.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.12 8 n/a n/a BCDL �.p • Code IRC2009/TPI2007 (Matrix) _ Weight:111 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE*Except' TOP CHORD Strudural wood sheathing directly applied. 1-4,6-9:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF 1650F 1.5E MiTek recommends that Stabilizers and required cross WEBS 2x4 HF/SPF Stud/STD'Except' bracing be installed during truss eredion,in accordance with 5-12,5-10:2x4 HF No.2 Stabilizer Installation guide REACTIONS (Ib/size) 2=1461/0-5-8 (min.0-2-6),8=1460/0-5-8 (min.0-2-6) Max Horz 2=60(LC 7) Max Uplift 2=-22(LC 7),8=-22(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2801/0,3-4=-2461/0,4-13=-2440/0,5-13=-2359/0,514=-2355/0,6-14=-2436/0, 6-7=-2457/0,7-8=-2797/0 BOT CHORD 2-12=0/2485,12-15=0/1669,11-15=0/1669,10-11=0/1669,8-10=0/2482 WEBS 3-12=-567/98,5-12=0/898,5-10=0/893,7-10=-567/98 NOTES (10) 1)Wind:ASCE 7-05;S5mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf boriom 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,with BCDL=7.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstandi�g 100 Ib uplift at joint(s)2,8. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI L �`� �1d� 9)This truss is designed for a creep fador of 1.25,which is used to calculate the total load deflection. The building designer shall A�H! �"� verify that this parameter fits with the intended use of this component. Q ,�; 10)All dimensions given in feet-inches-sixteenths(FFtISS)format. � % �j�� LOAD CASE(S) Standard 4' � ,�, �t?. Q� a,+t, �ti/S'T�R ,�''i> ��`��OIdAL�� November 26,2012 A WdR1�9NiG Verify desigrt pm�mneters aud RSAD N07ES ON 77115 dl�ID[NCLUDSD IQ78K RBP6R9�FCS PdG6 iIIl 7473 BEFORfi USB. �� Design valid for use only wi}h MiTek connectors.This design is based only upon porameters shown,and is for on individual building componenf. Applicabilify of design paramefers and proper incorpwation of componen}is responsibility of building designer-not iruss designer.Bracing shown is for la}eral suppert of individual web members only. Additional}emporary bracing to insure stability during consiruction is the responsibilliiy of ihe M iTek� eredw.Addifional permanent bracing of}he overall sfructure is ihe responsibility of fhe building designec For generol guidance regarding fobricotion,quolify conirol,sbroge,delivery,erection and bracing,consult ANSI/TPII Qualily Cdler(a,DS6•89 and 6CS1 Butldiny Component 7771 Greenback Lane,Suite 109 Safefy Information available from Truss Plafe Institute,781 N.Lee Street Sui}e 312.Alexandria,VA 22314. Citrus Heghis,CA,95610 If Southern Pme(S�or SVp)lumber ia specified,the desfgn values art tfiose eftectrve 06l0112012 by ALSC or praposed by SNB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511463 12337 A3 FINK 12 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:06:58 2012 Page 1 I D:prWORi?S Ri8dJ8U0SHZXWUzaKZE-NDFSV2_BLtougcb6rQOdqSk1 D4Qq6fx1 kcKPKmyGLZh -1-6-0 8-0-0 �6-0-0 24-0-0 32-0-0 1b-0 8-0-0 &0-0 8-0-0 8-0-0 5rale=7�.50.1 Sx5= 500 12 5 �6� 11 12 1.5Ka\�4 1.5za�i 3 6 � 7 2 � d 10 13 9 8 �6— 3a4= 4x5= 3x4= �6= 10-e-0 21-4-0 32-0-0 10-8-0 10-8-0 10.8-0 Plate Offsets(X Y) [5�0-2-8 Edqel LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 Vert(LL) -0.61 8-10 >622 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.83 8-10 >459 240 TCDL 8 0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.12 7 n/a n/a BCDL �.p * Code IRC2009/TPI2007 (Matrix) Weight:109 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E'Except` TOP CHORD Structural wood sheathing directly applied. 1-4:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF 1650F 1.SE MiTek recommends that Stabilizers and required cross WEBS 2x4 HF/SPF Stud/STD'Except' bracing be installed during truss erection,in accordance with 510,5-8:2x4 HF No2 Stabilizer Installation uide. REACTIONS (Ib/size) 7=1348/Mechanical,2=1470/0-5-8 (min.0-2-7) Max Horz 2=65(LC 7) Max Uplift 2=-22(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2825/0,3-4=-2485/0,4-11=-2464/0,5-11=-2382/0,5-12=-2411/0,6-12=-2515/0, 6-7=-2868/0 BOT CHORD 2-10=0/2508,10-13=0/1691,9-13=0/1691,8-9=0/1691,7-8=0/2558 WEBS 3-10=-556/98,5-10=0/887,5-8=0/941,6-8=-608/102 NOTES (11) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 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)2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ��S• referenced standard ANSI/TPI 1. p.�' �`_ 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 Q O� - verify that this parameter fds with the intended use of this component. � �,,�.� 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. � „� ,� LOAD CASE(S) Standard 4' ��t�QQ�� Q., s`��OI�IAL�`�� November 26,2012 AWdRI�QNG Verify deaign pmmneters a�ed RBAD NQ1E5 OH T7IIS dPID/NCLUDSD IIITBK R6P&R67HCS PdG6 Mf 74T3 68FORE USB. �; Design valid foi use only with M1ek connectors.This design is based only upon parameters shown,ond is for an individual building componeni. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not iruss designec Bracing shown is for lateral support of individual web members onN�Additional temporory bracing to insure sfability during consirUCfion is ihe responsibillity of fhe MiTek' erecfoc Additionol pertnanent bracing of}he overall s}ructure is ihe responsibility of}he building designer.For general guidance regarding fabncofion,quolity confrol,sfomge,delivery,erection ond bracing,consult AN51/TPII Qualily Cdleda,DSB-89 and lCSI Bulldinp Componenl 7777 Greenback Lene,Suile 109 Salefy Inlormalion available from Truss Plafe Institute,781 N.Lee Sireet,Sui}e 312.Alexandria,VA 22314. Cilrus Heiqhts,CA,95610 tl Southem Pioe(SP or SPp)tumDer is specified,Me design values aro those effective O6i01!2012 by ALSC or proQosed by SPIB. Job Tn�ss Tnlss Type Qty Ply PUGET SOUND BUILDERS/52025lRD R35511464 12337 A4 GABLE 1 1 Job Reference(ootionall The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA Run:7.350 s Jul 31 2012 Print:7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Nov 26 09:51:34 2012 Page i � ID:prNARi?SRiBdJBUOS HZXWUzaKZE-OFRq6yW2Zv24zttvXRRuqu2KzFq53MfgfXlkRiyFJtN -1�-0 16-0-0 27-0-0 32-0-0 1-6-0 16-0-0 11-0-0 5-0-0 Scale='1:55.6 3x5 = 13 14 15 16 I2 11 17 5.00 '12 1p �8 9 8 20 7 Z� 5x5 = 6 2x4� 23 5 2x4 I 22 q 2x4 I �9 3 24 2 °I� Io O `� l/ 3x5= 5x6 II 25 3x5 = 41 40 39 38 37 36 35 34 33 32 3'I 30 29 28 27 26 3x5= 27-0-0 32-0-0 r 27-0-0 5-0-0 Plate Offsets(X Y) f 14 0-2-8 Edqel f26 0-1-8 0-2-81 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ales Increase 1.15 TC 0.43 Vert(LL) -0.04 24-25 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.07 24-25 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 26 n/a n/a BCDL �,p • Code IRC2009/TPI2007 (Matrix) Weight:178 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 23-26:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2`Except` 10-0-0 oc bracing:25-26,24-25. 24-28:2x4 DF 2400F 2.OE JOINTS 1 Brace at Jt(s):19 WEBS 2x4 HFISPF Stud/STD MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF/SPF Stud/STD'Except` be installed during truss eredion,in accordance with Stabilizer 13-31,1630:2x4 HF No.2 Installation guide REACTIONS All bearings 20-5-8 except Qt=le�gth)24=0-5-8. Qb)- Max Horz 2=65(LC 7) Max Uplift All uplift 100 ib or less at joint(s)24,2,26,32,33,34,35,36,37, 38,39,40,29 except 27=-120(LC t) Max Grav All reactions 250 Ib or less at joint(s)2,31,30,32,33,34,35,36,37, 38,39,40,41,29 except 24=417(LC 1),26=718(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=-655/17,19-26=737/49,19-22=-695/40,22-23=-667/35 BOT CHORD 25-26=0/534,24-25=0/541 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consufl qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��j ' , j't� 4) Unbalanced snow loads have been considered for this design. �t% :Y� 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q j,�; nomconcurrent with other live loads. , a, G� 6)All plates are 1.Sx4 MT20 unless otherwise indicated. ` � 7)Gable studs spaced at 1-4-0 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. ,p �� 10) Solid blocking is required on both sides of the truss at joint(s),26. �` �, � � <C.� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)24,2,26,32,33, �,�C� fC js��` .�S'`�'' 34,35,36,37,38,39,40,29 except Qt=1b)27=120. �Q• �Jt� 12)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and ��Id,�l�� referenced standard ANSIlTPI 1. 13) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d naiis. 14)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defleclion. The buiiding designer shall November 26,2��2 ver'rfy that this parameter fits with the intended use of this component. W Verify desigrt pmmaetera oud RSdD NDTES ON 77IIS MID INCLUDFlJ bII78KREPERHIACE PdG&Mf�7�Td BFPORE USB. �,� Design volid for use only wiih MTek connecfors.This design is based only upon paromefers shown,and is for an individual building component. Applicabiliiy of design parameters and proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral supporf of individual web members only.Additional temporary bracing}o insure sfabili}y during consirucfion is ihe responsibilli}y ot}he MiTek� erectoc Additional permanent bracing of fhe overoll siructure is ihe responsibilify of fhe building designer.For general guidance regarding fobricafion,quolity conirol,sforage,delivery,erection ond brocing,consuN AN51/TPII Quality Cdterla,D58-89 and lCSI 6utldinfl Componenl 7777 Greenback Lane,Suite 109 Salety Inbrmalton available from Truss Piate Insfifute,781 N.Lee Streei,Suite 312,Alexandrio,VA 22314. Cdrus Heghts,CA,95810 If Southem P[ne(SP or SPp)tumber la apecified,ti+e des�values are ffiose ettective OCw01!2012 by ALSC or proposed by SPoB. JOb TfuSS TfuSS Type Qty Ply PUGET SOUND BUILDERS/52025/RD R35511464 12337 A4 GABLE 1 1 f r n ti n I The Truss Co./Tn-County Truss,Sumner WA/Eugene OR/Burlington WA Run:7.350 s Jul 31 2012 Print:7.350 5 Jul 18 2012 MiTek Industries,Inc. Mon Nov 26 09:51:34 2012 Page 2 ID:prWORi?S RiBdJBUOSHZXWUzaKZE-OFRq6yVY2Zv24zttvXRRuqu2KzFq53MfgfXlkRiyFJtN 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard AWdRMHG�Ver�fy do:gn pm�ms+den mad READ IiU7SS ON 77flS dAID(NCLUDBD iIIT81C RBFF7t�1CS PdG6 MI�7473 66PORE USB. ��. Design valid for use only with MTek connectors.This design is based oniy upon parameters shown,and is for an individual buiiding componen}. Applicability of design paramefers and proper incorpaation of component is responsibility of building designer-not iruss designer.Bracing shown is For Ia}eral support of individual web members only.Additional femporary bracing to insure sfability during construcfion is}he responsibilliiy of ihe MiTek' eredor.Additional permanent bracing of}he overoll sfructure is ihe responsibility of ihe building designec For general guidance regarding fabiicotion,quoiify coNrol,sforage,delivery,erection and brocing,consult ANSI/TPI7 puoliiy Cdleda,DSB-89 and 6C51 Bulldinq Componenl 7777 Greenback Lane,Suite 109 Safety In(ormation available from Truss Plafe Insfi}ufe,781 N.Lee Sireet,Suite 312,Alexandria.VA 22314. Cd�us Heights,CA,95670 tl Southern Pine(SP or SPp)fumber is apecltied,the design values ere those effective 06r0U2012 by ALSC or propoaed by SP16. Job Truss 7russ Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511465 12337 C1 COMMON � � �ob Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:02 2012 Page 1 ID:prWORi?SRiBdJBUOSHZXWUzaKZE-G_VeLP1 hP5JK8Dvt4G4Z_Ivu3hU2QkdeElcTXyGLZd 3-0-0 F 6-0-0 � 3-0-0 30-0 � Scale=1'.19 6 Ox4= 2 8.00 12 3 1 d� �� 5 43x7 II 6 THDZ6 THD2G THD26 Ox4= 4x4= 3-0-0 6-0-0 3-0-0 3-0-0 Plate Offsets(X Y) [1 0-0-7 Edae] [2 0-2-0 0-1-8] [3 0-0-7 Edae] [4 0-4-12 0-t-8] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.23 Vert(LL) -0.02 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.04 1-4 >999 240 TCDL 8 0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:23 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=2192/0-5-8 (min.0-2-3),3=2253/0-5-8 (min.0-2-4) Max Hoa 1=33(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2131/0,2-3=-2131/0 BOT CHORD 1-5=0/1703,4-5=0/1703,4-6=0/1703,3-6=0/1703 WEBS 2-4=0/2238 NOTES (11) t)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category Ii;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 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 belween the bottom chord and any other members. 6)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. 7)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-12 from the left end to 5-0-12 to connect truss(es)A3(1 ply 2x4 HF) to back face of bottom chord. 8)Fill all nail holes where hanger is in contacl with lumber. 9)This truss is designed for a creep factor of 125,which is used to calculate the total load defiection. The building designer shall verify that this parameter fits with the intended use of this component. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � S� �� 11)All dimensions given in feet-inches-sixteenths(FFIISS)fortnat. QP �j �� LOAD CASE(S) Standard � 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� - Vert:1-2=-66,2-3=-66,1-3=-14 Concentrated Loads(Ib) � Vert:4=-1334(B)5=-1334(B)6=-1334(B) ��ac•,��tilSl'f:tLti� w�'�C+�, �S��ONA I.��*, November 26,2012 AWdRMNG Verify ddigrt pa�mneters mad REaD MD7ES ON 7WS d!�lHCLUD60►II78K RBPBRBAICS PdGS!Il!7f 73 BEPORE USB. Design valid for use only with MTek connectors.This design is based only upon porometers shown,and is for an individual building componenf. �� Applicabilify of design porameters and proper incorporofion of component is responsibility of building designer-nof fruss designec Bracing shown is for laferal supporf of individual web members only.Additional temporary bracing}o insure stabilify during consiruction is}he responsibillify of}he MiTek� erecfor.Additional permanent bracing of ihe overoll sinicture is}he respon:ibility of ihe building designer.For general guidance regarding fabrication,quolity confrol,sforoge,delivery.erection ond brocing,consult ANSI/TPII quallly CrMerla,DS!-89 and 6C51 luildiny Componen4 7777 Greenback Lane,Suite 109 Safety InformaHon available from Truss Plate Institute,I81 N.Lee Sireet,$uite 312.Alexandria,VA 22314. Cdrus Heights,CA,95610 1f Southern Pine(SP or SPp)lumber is apecffied the design values are Ma�e effectwe OW01!2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/52025/RD R35511466 12337 C2 KINGPOST 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:03 2012 Page 1 ID:IDemsNOjzKOLYVePaib?cvzaKZC-kB31 YI2KAP RBm N U3e_coXWS4z51xn_Lntu2A?zyGLZc -0-11-14 3-0-0 6-0-0 6-11-i4 0-11-14 30-0 3-0.0 0-11-14 Scale=1'.N.< 4x4= 3 8 7 8.00 12 ¢ 4 2 � 5 � 1 6 1.Sx4 II 3x4= 3x4= 3-0-0 6-0-0 3-0-0 3-0.0 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 2-6 >999 240 TCDL 8� Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL �.p * Code IRC2009/TPI2007 (Matrix) _ Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF StudlSTD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instaltation uide. REACTIONS (Ib/size) 2=302/0-5-8 (min.0-1-8),4=302/0-5-8 (min.0-1-8) Max Horz 2=33(LC 6) Max Uplift 2=-24(LC 7),4=-24(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (10) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 9)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. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard `��S • Q�• �'� � �` � �'�' - w � �� rcl�,��t/S�Tf'R. �1,�`��, s3��1NAi>"�� November 26,2012 AWdW�HNG-Verijy design pm+mmters and REdD ND?ES ON 7NfS hc�lf�LUDPl1 HI78K RBF�RL�dCS PdGB lf/!7473 BF•FOR6 USB. Design volid for use only with MTek connecfors.This design is based only upon paromefers shown,and is for an individual building componenf. �� Applicability ot design porameters and proper incorpora}ion of component is responsibility of building designer-noi}russ designec Bracing shown is for lateral supporl of individual web members only.Additional femporary bracing to insure stability during consirudion is the responsibillity of the MiTek� erec}a.Addifionol permanent bracing of}he overall siructure is ihe responsibility of}he building designer.Forgeneral guidance regarding fabricofion,quoli}y confrol,storoge.delivery,erection ond brocing,consult ANSI/TPII QualHy Cr(feria,DS6-89 and 6C51 luildiny Component 7777 Greenback Lane,Suite 109 Satety Informalion available from Truss Pla}e Insti}ute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. CRms Heghts,CA,95610 B Southem Puie(SP or SPp)lumber is apeclfied tbe design valuea are those effectne 0&Ot!20tt by ALSC or propoaed by SP18. Job 7russ TrussType Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511467 12337 C3 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:04 2012 Page 1 I D:IDem sNOjz KO LYVePa ib?cvza KZC-C NdP m52yxjZ10X3G B h713j_F2Vfy WQ Ew6Ynj YQyGLZb -0-11-14 I 3-0-0 � 6-0-0 � 6-11-14 � 0-11-14 3-0-0 3-0-0 0-'11-14 Scale=1�.2].4 4z4= 4 12 7.Sx4 II �� 8.00 12 5 7.SZ4 II 3 � 6 � 2 7 P 1 10 9 8 3z4= t.5x4 I I 1.Sx4 I I 1 5x4 I I 3x4= 6-0-0 6-0-0 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.07 Vert(LL) -0.01 7 n/r 120 MT20 185/148 (Roof Snow=25.0) �umber Increase 1.15 BC 0.02 Vert(TL) -0.01 7 n/r 90 TCDL 8� Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:23 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss ereclion,in accordance with Stabilizer Installation uide. REACTIONS All bearings 6-0-0. (Ib)- Max Horz 2=33(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s)2,6,10,8 Max Grav All readions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qual'rfied buildin9 designer as per ANSIlTPI 1-2002. 3)TCLI:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live ioad 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)2,6,10,8. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI 1. �S 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 `� �� verdy that this parameter fits wfth the intended use of this component. Q4` �,� " j- 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. � �- C� LOAD CASE(S) Standard � -� � �d+t*f{>� fi/S'T�gk`� ,�*{� �`�l�7lYAL,'�� November 26,2012 A WdRA9NG Verify desigre pm�mnetera aadRBdD N07ES ON 7WS d11�/l1�LUDED MfEKR6F6RLaMCE PdG6lll!-70T3 BEPORE USS. � Design valid for use only wi}h M7ek connectors.This design is based only upon parometers shown,and is for an individual building component. �'� Applicability of design poromefers and proper incorporation of component is responsibility of buiiding designer-not truss designer.Bracing shown is For loteral support of individual web members only.Addi}ional temporary bracing to insure stabili}y during consirudion is ihe responsibillity of ihe MiTek� ereciw. Addi}iona�permanen}bracing of the overall s}ructure is ihe responsibility of}he building designer.For general guidance regarding fabricotion,quali}y coMrol,sforage,delivery,erection and bracing,consult AN51/iPll Qualily Cdbda,D56-89 and lCSI 6uildiny Component 7777 Greenback Lane,Suite 109 Safety Informatlon availoble from Truss Plate Instifute,781 N.Lee Sireef,Suite 312,Alexandrio,VA 22314. Cilnis Heights,CA,95610 tt Southem Vin��SP or SVp)lumber is sptc�ffed,the desi�values are those effectrve 06�01+2012 by ALSC or propoaed by SPIB. ,lob Truss Truss Type Qty P�Y PUGET SOUND BUILDERS/S2025/RD R35511468 12337 D1 COMMON 1 2 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:05 2012 Page 1 ID:prWORi?SRiBdJ BUOS HZXWUzaKZE-gZAnzR3ai0hu?heSlOeGcxXHSus3FjA3LCXG4syGLZa 4-11-7 � 9-3-0 I 13b-9 � 18-6-0 r 4-11-7 4-3-9 4-3-9 4-ii-7 4v5 I I Swle=1-.468 3 9 10 8.00 12 AS� 3x5� 2 4 � 5 THDZ6 �� la 11 12 8 13 14 � 15 i6 6 1l 18 4x6= TH�2G THD26 3x� II THDZ6 THD26 Bx8= TH026 3x7 II THD26 4�— THD26 THDZ6 4-11-7 9-3-0 13£-9 i8b-0 4-11-7 43-9 4-3-9 4-11-7 Plate Offsets(X Y)' [t'0-6-3 0-0-5] [2:0-1-4 0-1-8] [3:0-2-0 0-2-0] [4:0-1-4 0-1-8] [5:0-6-3 0-0-5] [6:0-4-12 0-t-8j [7:0-4-0 0-4-8] [8:0-4-12 0-1-8] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.14 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.23 6-7 >958 240 TCDL 8� Rep Stress Incr NO WB 0.68 Horz(Tl) 0.05 5 n/a n/a BCDL �.p * Code IRC2009lTPI2007 (Matrix) Weight:182 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 3-4-6 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except' 3-7:2x4 HF No.2 REACTIONS (Ib/size) 1=6568/0-5-8 (min.0-3-4),5=7281/0-5-5 (min.0-3-10) Max Horz 1=102(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD t-2=-9088/0,2-9=-6200/0,3-9=-6058/0,3-10=-6058/0,4-10=-6199/0,4-5=-9025/0 BOT CHORD 1-11=0/7427,11-12=0/7427,8-12=0/7427,8-13=0/7427,13-14=0/7427,7-14=0/7427,7-15=0/7373,15-16=0/7373, 6-16=0/7373,6-17=0/7373,17-18=0/7373,5-18=0/7373 WEBS 3-7=0/6481,4-7=-2880/0,4-6=0/3130,2-7=-2949/0,2-8=0/3202 NOTES (13) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as foilows:2x4-1 row at 0-7-0 oc. Bottom chords conneded as follows:2x6-2 rows staggered at 0-7-0 oc. Webs conneded as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantitever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and � �j�� referenced standard ANSI/TPI t �+.�' �3 L�`y, 9)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-2-8 oc max.starting at 2-0-12 Q from the left end to 18-3-4 to connect truss(es)A3(1 ply 2x4 HF) to back face of bottom chord. � �,3, 10)Fill all nail holes where hanger is in contact with lumber. � � 11)Hanger(s)or other connedion device(s)shall be provided sufficient to support concentrated load(s)400 Ib down and 4 Ib up at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load defledion. The building designer shall verify that this parameter fits with the intended use of this component. .0 v~ � 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �Q . �� Q �' ��rfi, �+Cil S T��; ,�W LOAD CASE(S) Standard �S'5��'�tr��.t�� 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 November 26,2012 AWdR/�HG Verify design pmmnders aud REdD MS7ES ON 17IlS dND Il�LUDED HfIBKREFfiR6WCS PdG6 iIl!7473 BSPORE USS. �; Design valid for use only wifh M1ek connectors.This design is based only upon parameters shown,and is for an individual building componenf. Applicability of design parometers and proper incorporation of component is responsibilify of building designer-not}russ designer.Brocing shown is for la}eral support of individual web members only.Addifional}emporary bracing to insure stabili}y during constr�ction is fhe responsibillity of}he MiTek� erecfoc Addifional permanent bracing of fhe overoll s}NC}ure is ihe responsibility of fhe building designer.For general guidance regarding fabrication,quality control,sforage,delivery,erecfion ond brocing,consult AN51/iPll QualHy Cdterla,DSB-89 and 6C51 Euildiny Component 7777 Greenback Lane,Suite 109 Safety Informafion available from Tr�ss Plofe Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Cftms Heights,CA,95810 tf Southem Pine�SP or SPp)4umber Is specifwd,the desis�valuea ue those effective 06�01!2012 by ALSC or propoaed 6�r SPIB. Job Truss Truss Type Qty P�Y PUGET SOUND BUILDERS/S2025/RD R35511468 12337 D1 COMMON 1 2 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:05 2012 Page 2 ID:prWORi?S RiBdJ BUOS HZXWUzaKZE-gZAnzR3ai0hu?heSlOeGcxXHSus3FjA3LCXG4syGLZa LOAD CASE(S) Standard Uniform Loads(pl� Vert:t-3=-66,35=-66,1-5=-14 Concentrated Loads(Ib) Vert:t=-4005=-1334(B)11=-1334(B)12=-1334(B)13=1334(B)14=-1334(B)15=1334(B)16=1334(B)17=-1334(B)18=-1334(B) A WdRl1�NG Verify daign par�mnetc+rs audRSdD MD7fiS ONTLIS dND/I�LUDBD 6II781CR6F6RSNCS PdGfi X1I T4T3 BFJ'ORE USB. �� Design volid fo�use only wifh M7ek connectors.This design is based only upon parameters shown,ond is for an individual building componenf. Applicability of design parame}ers and proper incorporafion of component is responsibility of building designer-nof}russ designer.Bracing shown is for laferal support of individual web members only.Additional temporary bracing to insure stabili}y during consirudion is ihe responsibillify of}he MiTek� erecfor. Additional permaneM bracing of ihe overall shucfure is the responsibility of ihe building designec For generol guidance regarding fabricotion,quolity con}rol,storoge,delivery,erection and bracing,consuN AN51/iPll qualiy Cdteria,DSB-89 and 6C51 6u11dinq Component 7777 Greenback Lane,Suite 109 Salefy Inbrmafion available from Tniss Plaie Institute,781 N.Lee S1reeL Sui}e 312,Alexandria.VA 22314. Cdrus Heights,CA,95610 M Southem Pine�SP or SVp)Wmber fs sptcifieA,rtte desitg�values are those eifective 46191!2012 by ALSC or proposed by SPI& dob Tn,ss Truss 7ype Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511469 12337 D2 QUEENPOST 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:06 2012 Page 1 ID:EQC93j 1 LkdWCAfDb8P6E86zaKZ8-8mk9Bn4CTKpIdrDeJ69V884YpICg_GADZsGqcIyGLZZ 0-11-'14 5-63 9-3-0 12-11-13 18b-0 195-14 -11-14 5-6-3 3-8-13 3-8-13 SE3 -11-14 . 4x4= Scale=l'46.] 4 1 bz4� 9 10 8.00 12 1.Sx4 i 3 5 6 � Z 7 � B 3x5= 3xB= 3z5= 9-3-0 18b-0 9-3-0 9-3-0 Plate Offsets(X Y) [2 0-2-9 0-1-81 [6 0-2-9 0-1-8] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.t5 TC 0.31 Vert(LL) -0.13 6-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.58 Vert(TL) -0.27 6-8 >806 240 TCDL a 0 Rep Stress Incr YES WB 0.31 Hoa(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2009lfP12007 (Matrix) Weight:69 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 HF No2 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 uide. REACTIONS (Ib/size) 2=802/0-5-8 (min.0-1-8),6=802/0-5-8 (min.0-1-8) Max Horz 2=-102(LC 5) Max Uplift 2=-13(LC 7),6=-13(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-992/5,3-9=-740/0,4-9=-705/19,4-10=-705/19,5-10=-740/0,5-6=-992/5 BOT CHORD 2-8=0/738,6-8=0/738 WEBS 3-8=-299/68,4-8=0/522,5-8=-299/69 NOTES (10) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)2,6. 8)This truss is designed in accordance wiih the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)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. �1�*""_ � ��,� 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. QP , �j. LOAD CASE(S) Standard ;' �� 4' �d��,�� `/5T9.��''��,��, S��t7t�f A L;�,�t� November 26,2012 A WdR/�9NG VeriJy design pmmneters mad READ 1Y07SS ON 77If5 MID/NCLUDBD 17f781C RSPb'R�+ACE PdGE J7lI 74T3 BPI�ORS USB. �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building mmponeni. Applicabili}y of design parameters and proper incorporation of component is responsibilitY of building designer-nof fruss designer.Bracing shown is for Iaterol support of individual web members only.Addifional temporary brocing to insure stability during consiruction is fhe responsibilliiy of}he MiTek� erec}or.Addi}ional permanen}bracing of the overall siructure is}he responsibility of fhe building designec For general guidance regarding fabncation,quality conirol,stomge,delivery,ereciion and bmcing,consult ANSI/TPI7 QualBy Cdfeda,DSB-89 and BCSI Buildlny Componeet 7777 Greenback Lane.Suite 109 Safety Inbrmation available from Truss Pla}e Insti}ufe,781 N.Lee Sireet,Suite 312.Alexandria,VA 22314. Cdrus Heghts,CA,95610 If Southem V�ne(SP or SPpJ tumber is specified 4be design velues are thoae etfective 06I01R012 by ALSC or proposed by SPIB. ,lob Truss Truss 7ype Qty Ply PUGET SOUND BUILDERS/52025/RD R35511470 12337 D3 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:06 2012 Page 1 ID:EQC93j 1 Lkd WCAfDb8P6E86zaKZ8-Smk9Bn4CTKpIdrDeJ69V884W IH I_J4DZsGqcIyGLZZ -11-14 6-0-0 93-0 18E-0 19-5-14 -11-14 6-0-0 3-3-0 9-3-0 -11-14 3x5= Scale'.1/4"=1' B 1.Sx4 I I 1,Sx4 I I 15x4 II fi �� .5xq II sxs= a �� 7.Sz4 II 7 24 1.Sx4 II B.pp� 13 4 II 1.Sx0 II � ia � 1.Sx4 II �L 4 II 15 d 4 II Z i6 � � 17 ° � � y5= 4z4� �,Sxy II i5x4 II 1 Sx4 I I �5= 15x4 II Z� p �9 18 6-0-0 188-0 6-0-0 12�-0 Plate Offsets(X Y) [2 0-2-9 0-1-8] [8 0-2-8 Edqel [16 0-2-9 0-1-8] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 2-22 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.07 2-22 >999 240 TCDL 8 0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.01 2 n/a n/a BCDL �.p * Code IRC2009lTPI2007 (Matrix) Weight:97 Ib FT=0% _ LUMBER BRACING TOP CHORD 2x4 HF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-21:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):9 WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross OTHERS 2x4 HF/SPF Stud/STD bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 6-11-8 except Qt=length)2=0-5-8. (Ib)- Max Horz 20=-102(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,20,18 except 19=-144(LC 2) Max Grav All reactions 2501b or less at joint(s)18 except 16=277(LC 3),2=639(LC 2),20=629(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-24=-273/0,23=-747/0,3-5=-431/35,5-7=-484/47,7-9=-468/47,9-12=-450I43, 12-21=-453/54 BOT CHORD 2-22=0/536,21-22=0/528 NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow ioads have been considered forthis design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��5 � will fit between the bottom chord and any other members. 9)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,20,18 except QP Q.� gH j- Qt=1b)19=144. iy , 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and �.� ,� r'r�^� referenced standard ANSI/TPI 1. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 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 verify that this parameter fits with the intended use of this component. • 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. � ��' G,� ��a�s r�� v � ��t7tdr�l:�:��. LOAD CASE(S) Standard November 26,2012 AWdRMNG-Verify deaign parmnetars ond RBdD N01ES ON 7HIS d(�/MCLUDSD HITSIC RBFfiRBMCE P1G6 id/17473 BP.FORS USS. �� Design valid for use only wi}h MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorpaation of component is responsibilify of building designer-nof truss designec Bracing shown is for lateral support of individual web members only.Addifional temporory bracing to insure stability du�ing cons}ruc}ion is ihe responsibillity of the M iTek� erector.Addifional permanent bracing of ihe overall siructure is the responsibility of ihe building designer.Forgeneral guidance regarding fobrication,quality control,stora9e,delivery,erec}ion and brocing,consult ANSI/TPIt Qualify Cflteria,D56-89 and 8CS1 6uildiny Component 7777 Greenback Lane,Suite 109 Safey Informalion available from Truss Pla}e Insfitute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Cilrus Heights,CA,95610 If Southem Pine(SP or SPp)tumber ia specifitd,the desf�values are those ettectwe 06l01!2012 by ALSC or proposed by SNB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/52025/RD R35511471 12337 E1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:07 2012 Page 1 I D:E�C93j 1 Lkd WCAfDb8P6E86zaKZB-dyIX075qEexcF_ortpgkhMcm I ihNjnvMoWONBkyGLZY -o-i i-ia s-o-o i z-a-o i z-i i-i a 0-11-14 6-0-0 6-0-0 0-11-14 3x5= Scale=1:32 4 7 15x4 II 15x4 II 8 1.Sx4 I I 6 1 SK0 I I 5 9 23 800 �z 1Sx4 II n 15x4 II 4 'a ¢ iSx4 I I 1.Sx4 I I 11 3 12 2 $] 13 1 3x5— 21 20 19 18 17 i6 15 14 3x5= 7 5x4 I I 1 5x4 I I 1.5x4 I I 1 Sx4 I I 1.Sx4 I I 1.Sx4 I I 1 5x4 I I 7.Sx4 I I 12-0-0 12-0-0 Plate Offsets(X Y) [2 0-2-9 0-1-8] [7 0-2-8 Edqe] [12 0-2-9 0-t-81 LOADING (ps� SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.07 Vert(LL) -0.00 13 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 13 n/r 90 TCDL a� Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL �,p + Code IRC2009/TPI2007 (Matrix) Weight:56 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance wilh Stabilizer Installation uide. REACTIONS All bearings 12-0-0. Qb)- Max Horz 2=67(LC 6) Max Uplift All uplift 1001b or less atjoint(s)2,12,19,20,21,16,15,14 Max Grav All reactions 250 Ib or less at joint(s)2,12,18,17,19,20,21,16,15,14 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(Iow-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 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 boriom 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)2,12,19,20, 21,16,15,14. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and ` S' ��(r referenced standard ANSIlTPI 1. Q�' �,J- 12)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall ��k , ��, verify that this parameter fits with the intended use of this component. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. , ° A � LOAD CASE(S) Standard �("j� RF��+S1,�y��4 �:�,�' �' �s`��j�r�l.�� November 26,2012 AWdRPHNG Verify dexign parmrteters med RSAD/YOtES ON T7IIS hc�ID/NCLtJD6D MfTBICRSFbR�JCE PdG6 idlf�T473 BEPORE USS. �'- Design valid for use only with MiTek connecfors.This design is based only upon parame}ers shown,and is for an individual building componenf. Applicability of design parameters and proper incorpaation of componenf is responsibility of building designer-not iruss designer.Brocing shown is for laferal suppa}of individual web members only.Additional temporary bracing to insure stability during consfruction is}he responsibillity of}he MiTek� erec}or.Additional permanent bracing of ihe overall sfrucfure is ihe responsibility of}he building designer.For general guidance regarding fobricafion,qualiN conirol,storage,delivery,erection ond bracing,consuB AN51/iPll Quality Cdteria,D56-89 and 6C51 6uildiny Component 7777 Greenback Lane,Suite 109 Saley Informalion available from T/uss Plate Institute,781 N.Lee Streef,Suite 312.Alexandria,VA 22314. Cdrus Heig�ts,CA,95810 if Southem Pme(SP or SPp)tumber is specified,the design values�re tlfose effectrve 06/91+TQ12 by ALSC or proposed 6y SPoB. Job Truss Tn,ss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511472 12337 F1 STUDDED MONO 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:08 2012 Page 1 ID:icmXH32zVxe3npooh7eThKzaKZA-58swbT5S?x3Ts8M1QXBzEZ9wu6?BS94W1AIxhByGLZX 0 1 8 7-11-8 9-5-8 �_�_g 7_�p_p 180 3x4� Swle=7�.27.6 1 1.Sz4 II 3x4� 15x4 II 4x10� 5 pp�l1 2 15z4 II � 3u4� 1.z II Sx4 II 3 B z4 II � � 5z4 4 � . ; 1 Sx4 I I <xC= 3x4= T�C= i.5z4 II 1.Sx4 II 1.Sx4 I I ] 6 5 f� 3-11-8 �-11-B 3-11-8 4-0-0 Plate Offsets(X Yp [2 0-4-8 0-1-12] [3 03-12 Edqe] [3 0-0-0 0-1-9] [9 0-1-14 0-0-12] [12 0-1-14 0-0-121 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.15 Vert(LL) 0.00 6 >999 360 MT20 185/146 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) 0.00 5-6 >999 240 TCDL 8� Rep Stress Incr YES WB 0.35 Hoa(TL) -0.00 5 n/a n/a BCDL �.p � Code IRC2009/TPI2007 (Matrix) Weight:44 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directiy applied or 6-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 3-10-0. (Ib)- Max Horz 8=-80(lC 5) Max Uplift All uplift 100 Ib or less atjoint(s)6 except 8=-201(LC 1),8=-201(LC 1),5=-206(LC 8) Max Grav All readions 250 Ib or less at joint(s)8,7,6 except 5=973(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-173/720 BOT CHORD 7-8=-523/170,6-7=-523/170,5-6=-523/170,3-5=-614/188 WEBS 2-8=-125/586,2-5=-8731171 NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live ioad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��S will fit between the bottom chord and any other members. �- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except Qt=1b) QP s �',� 8=201,5=206. ��,� �� 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)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 fds with the intended use of this component. 12)Ail dimensions given in feet-inches-sixteenths(FFIISS)format. _ �' ��.�,� c,rs-r�t��-Q � , � �, .s3��,�� LOAD CASE(S) Standard November 26,2012 A iidR1�4NG Verify drsign parmnders aad RSAD HC17TsS ON 7WS hc�ID(HCLUDED M78K RBY&R�MCS PdG6 iII7 74T3 BFI�ORE US6. �� Design valid for use only with MTek connectors.This design is based only upon paramefers shown,and is for an individual building componen}. Applicability of design paramefers and proper incorpaation oF component is responsibili}y of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing fo insure stability during consiruction is ihe responsibillity of ihe MiTek' erec}or.Additional permanent bracing of}he overall siructure is the responsibili}y of ihe building designec For general guidance regarding fabrico}ion,quolify conlroL sforage,delivery,erection and bracing,consult ANSI/TPIi Qualily Cdfeda,DS6-89 and BCSI B�tldinp Componenl 7777 Greenback Lane,Suite 109 Safety Informalion available from Truss Plafe Insiitute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Cttrus Heghis,CA,95810 If Southem Pine(SV or SPp)lumber is specified�t design values are those effective 06101!2M2 by AL SC or proposed by SR6. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511473 12337 F2 MONO TRUSS 4 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:09 2012 Page 1 I D:icmXH32zVxe3npooh7eThKzaKZA-ZKQ Ipp64mFBKU IxD_EjCmni25WKOBbIfFqV UDdyGLZW 0 1 8 7-11-8 9-5-8 p_�_g 7-10-0 180 Scale=12�4 i5x4 II 1 3x<� 5.00 12 2 �� 3 � 6 , I� 3x4= 3x4= 5 1.Sx4 II 0.� 3E-0 7-11-8 3-6-0 4-5-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.37 Vert(LL) -0.01 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.01 5-6 >999 240 TCDL 8 0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 6 n/a n/a BCDL �.p f Code IRC2009lTPI2007 (Matrix) _ Weight:31 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide REACTIONS (Ib/size) 5=918/0-5-8 (min.0-1-9),6=-194/0-1-8 (min.0-1-8) Max Horz 5=-80(LC 5) Max Uplift 5=-178(LC 8),6=-194(LC 1) Max Grav 5=952(LC 3),6=75(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-174/688 BOT CHORD 5-6=-578/153,3-5=-578/188 WEBS 2-6=-146/647,2-5=-874/176 NOTES (�2) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live toad 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)6 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. �`�� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) `,�+"R$� �(y� 5=178,6=194. Q� � �- 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and •�C; referenced standard ANSI/TPI 1. �' 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 x 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 "a � �' 3 ES .� Ct, d�, �GISTfR�' `" '�' �SS�Ot�f,�11;'�N�, November 26,2012 AWdRMNG Verify design patmnQaa aad RSAD N�7ES ON 77llS dND lMCLUDBD iIITBKRF.FbRL�dCE PdG611117�73 BEPORE USB. �, Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building componenf. Applicability of design parameters and proper incorpwation of component is responsibility of building designer-not iruss designer.Bracing shown is for loterol support of individuai web members only.Additional femporary bracing to insure stability during constr�ction is ihe responsibillity ot ihe MiTek` erectoc Additional permanent bracing of ihe overali sirUCfure is}he responsibilify of the building designec For geneml guidance regarding fobrication,quality con}rol,storoge,delivery,erection and bracing,consult ANSI/TPI7 pualfly Cdferia,DS6-89 and BCSI Butldiny Componen4 7777 Greenback Lane,Suite 109 Safety Informallon available from Tr�ss Plote Institute,781 N.Lee Sireet,Suite 312.Alexondna,VA 22314. CRrus Heghts,CA,95810 tf Southem Pme(SP ar SPp){umber is apeciried,the design vaiues�re Mose effective 0&'41±2012 by ALSC or proposed by SPtB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511474 12337 F3 MONO TRUSS 6 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:10 2012 Page 1 ID:AoKvUP3bFFmvPyN_Fq9j DXzaKZ9-1 X_g097j WZJ66SWQYyERJ_EGzvhpw83pU U E113yGLN 0 1- 3-11-8 5-5A 0-1 3-10-0 1E-0 �1.SC4 I I Scale=1:15.8 5 500 72 2 d� 4 3 �4 a 7.5x1 I I 3c4= ^ 3-11-8 3-11-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.17 Vert(LL) -0.01 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2-4 >999 240 TCDI 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL �.p f Code IRC2009lTPI2007 (Matrix) Weight:13 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=280/0-3-8 (min.0-1-8),4=122/0-1-8 (min.0-1-8) Max Horz 2=-43(LC 5) Max Uplrft 2=-43(LC 8),4=-1(LC 5) Max Grav 2=284(LC 3),4=135(LC 3) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.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 fiat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)4 considers paralie�to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 9)Provide mechanical 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSilTPI 1. 11)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The buiiding designer shall r�;�� (y verify that this parameter fits with the intended use of this component. Qt"` ASFj� �f� 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��, �'e, .�'� LOAD CASE(S) Standard •� � �G.c�,��`Grs�9:��' ��`"� s��o��N November 26,2012 �WdRI�ANG Verjfy design pm�deis aadRSAD NU7ES ON 7HIS dbID INCLUDED bII78KRPF6RLTICB PdG6 M7 74T3 6SFORE U56. ��. Design valid for use only with MTek connecfors.This design is based only upon parame}ers shown,and is for an individual building component. Applicability of design paramefers and proper incorpwation of componen}is responsibilify of building designer-not fruss designer.Bracing shown is for lo}erol support of individual web members only.Additional temporory brocing fo insure stability dunng cons}ruction is ihe responsibillity of ihe MiTek' erector. Additional pertnaneM bracing of}he overoll sfructure is the responsibility of}he building designec For general guidance regarding fabricafion.quality conirol,sforage,delivery,erection and brocing,consult AN51/TPIt QualNy CrHeria,DS!-89 and BCSI Buildiny Componenl 7777 Greenback Lane,Suite 109 Safely Infarmation available from Truss Plafe Ins}itute,781 N.Lee Sireet,Suite 312.Alexandria,VA 22314. Citrus Heghis,CA,95610 If Southern P�e(SP or SPpy lumber is speclfied the design values are those ettecLVe Ofu01r2012 by AL SC or propaaed by SPoB. Job 7russ Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511475 12337 F4 MONO TRUSS 6 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:10 2012 Page 1 I D:AoKvUP3bFFmvPyN_Fq9j DXzaKZ9-1 X_g097j WZJB6S WQYyERJ_EGLviFw83pU U E 113yGLN _�- i-i i-e a-s-e i -i.a i-io-o i.s-o 1.Sx4 I I � Scale=7�.10.9 5 �C 500 12 O d 2 � a � 3 15v4 II 3x4= � 1-11-8 1-11-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.15 Vert(LL) -0.00 4 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 TCDL 8 0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL �.p * Code IRC2009/TPI2007 (Matrix) Weight:7 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide REACTIONS (Ib/size) 2=216/03-8 (min.0-1-8),4=28/0-1-8 (min.0-1-8) Max Horz 2=-24(LC 5) Max Uplift 2=-48(LC 8),4=-17(lC 9) Max Grav 2=216(LC 3),4=34(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(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wili fd 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 connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 10)This truss is designed in accordance with the 2009 International Residential Code seclions R502.11.1 and R802.102 and referenced standard ANSIITPI 1. �`�� 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 y�*�'- (� verify that this parameter fds with the intended use of this component. Q4' 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. �- �� ` LOAD CASE(S) Standard � � ��,c. �/ST�:S�t'9 +,`°�. C� �s�iorr��'�'�. November 26,2012 A WdR1�4HG-Verify design pmmweters axd REdD NOlES ON IHIS d1�IIYCLUDED HlIBK R6FERBMCS PdG&iIIl 74T3 BBPORS USB. �; Design volid for use only wi}h MTek connecfors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design porometers and proper incorporation o(component is responsibiiity of building designer-not iruss designer.Brocing shown is for laferal supporf of individual web members only.Addi}ionol temporary bracing to insure stabili}y during cons}rucfion is the responsibillity of}he MiTek� erectoc Additional permanenf brocing of}he overalt struciure is}he�esponsibility of the building designec For generol guidance regarding fobrication,quality conirol,siorage,delivery,erection ond bracing,consult ANSI/TPII QualNy Cdleria.DSB•89 and 6CSI Bulldiny Component 7777 Greenback Lane,Suite 109 Safely Inbrmaflon availoble from Tr�ss Plate Insfi}ute,781 N.Lee S}reet,Suite 312.Alexandria,VA 22314. CiWS Heights,CA,85610 IT Southem Pme(SP or 5?p}lumber is apecified 1f+e desic�valuea sre those effectrve 06sfl1Q012 by ALSC or proposed�y SPIB. Job Truss Tn,ss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511476 12337 FS MONO GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:10 2012 Page 1 ID:AoKvU P3bFFmvPyN_Fq9j DXzaKZ9-1 X_g097j WZJB6S WQYyE RJ_EG6vi_w8bpUUE 113yGLN 3-11-8 5-5-8 3-11-8 1E-0 �15x4 I I Swle=1'.15 8 2 1.5z4 II 7 5.00 12 3 � , � r � q �a 6 5 1.Sz4 II 15x4 II �d- LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.17 Vert(LL) -0.03 4 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.03 4 n/r 90 TCDL 8.0 Rep Stress Incr NO WB 0.03 Hoa(TL) 0.00 3 n/a n/a BCDL �.p * Code IRC2009/TPI2007 (Matrix) Weight:14 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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) 6=26/3-11-8 (min.0-1-8),3=223/3-11-8 (min.0-1-8),5=155/3-11-8 (min.0-1-8) Max Horz 6=-43(LC 5) Max Uplift 6=-4(LC 8),3=-42(LC 8) Max Grav 6=31(LC 3),3=223(LC 3),5=167(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO1=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)TCIL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,3. 11)This truss is designed in accordance with the 2009 intemational Residential Code sections R502.11.1 and R802.10.2 and �g S referenced standard ANSIlTPI 1. `� 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@' s �}- verify that this parameter fits with the intended use of this component. r4,� �'�. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format '�` r' " +y'� LOAD CASE(S) Standard � � ,�} � �� , CiIST�Rti �� 5��?VA U�t, November 26,2012 AWdRNlNG-Verify dmign pmYmaters and RSdD N07ES ON 77l/S d/�11�GUDBD MTSK RBFhRL�ICS PdG6 ill!74T3 BPpORfi USS. ��. Design valid for use only wi}h M7ek connecfors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not fruss designec Brocing shown is for la}eral support of individual web members only.Addi}ional}emporary bracing to insure stability during cons}ruction is ihe responsibilliiy of ihe MiTek� erector.Additional permanent bracing of fhe overall structure is ihe responsibili}y of the building designer.For general guidance regarding fabricotion,quolity con}rol,storage,delivery,erection and brocing,consult ANSI/TPII Quality Cdfeda,058-89 and 6C51 6utldiny Component 7777 GreenDack Lane,Suite 109 Safety Informatlon availoble from iruss Plate Institute.781 N.Lee Sireet,Suite 312.Alexandrio,VA 22314. Cdrus Heights,CA,95610 tl Southem Pioe(SP or SPpj lum6er is apecified,tlu desis�n values are thoae efFective 06i01t2012 by ALSC or proposed hy SP18. Job Truss Truss7ype Qty Ply PUGETSOUNDBUILDERS/52025/RD R35511477 12337 G GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:11 2012 Page 1 ID:prWORi?SRiBdJBUOS HZXWUzaKZE-VjY2EU8LHsR2jc5c6flgrCnRrJ 1 ffbjyj8_bH WyGLZU _�b_p 5-0-0 10-0-0 11-6-0 1-6-0 5-0-0 5-0-0 1E-0 Srale=123 7 4xA= 4 5.00 12 15x4 II 515x4 II � 3 � 6 2 � � � � '�/ 10 9 8 3x4= 1 Sxb I I 7 5x4 I I 1.Sx4 I I 3x4= 10-0-0 10-0-0 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.17 Vert(LL) -0.02 7 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 7 n/r 90 TCDL 8� Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL �.p * Code IRC2009lTPI2007 (Matrix) Weight:33 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing diredly 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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 10-0-0. (Ib)- Max Horz 2=28(LC 7) Max Uplift All uplift 100 Ib or less at joint(s)2,6 Max Grav All readions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;S5mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. � B)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 atl 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)2,6. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 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 `��S� �'� verify that this parameter fits with the intended use of this component. 4@` �,� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. i �'��, � LOAD CASE(S) Standard � • ��, �C%S I'f Rt'�.�'r�i`�� `��CatrlAl;�� November 26,2012 AWdRABNG-�Verify ddign pmmneters aad READ NU7fiS ON 17IIS d!�lNCLUDFD Nf78K R6F�NCE PdG6 XIf�7473 BEPORE USB. ��: Design valid for use onlY�+ith M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilify of design parameters and proper incorporation oF componeni is responsibility ot building designer-not iruss designer.Bracing shown is for lateral support of individual web members onN�Additional temporary bracing to insure stability during consirucfion is ihe responsibillity of ihe MiTek� erectoc Addi}ional permanent bracing of}he overall s}ruc}ure is the responsibility of ihe building designer.For general guidance regarding fobricafion,quality control,storage,delivery,erection ond bracing,consul} AN51/TPII Quallly Crlteria,D56-89 and BCSI Bulldiny Component 7777 Greenback Lane,Suite 109 Salefy Inlormation available from iruss Plote Institufe,781 N.Lee Sireet,Suite 312.Alexandria,VA 22314. 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